Loading...
HomeMy WebLinkAboutVantage_Aviation_A5&A6_20250513_Stampedi: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - C o v e r . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 2 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Cover KM Da t e By : 1 Of : Pr o j e c t M i l e s t o n e : 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 3 Scope of Work Project Site Project Contacts Vicinity Map Project Engineer Jefferey Simonson, P.E. 26152 28 FO R B U I L D I N G P E R M I T Lot A-5 & A-6 Garfield County Airport Vantage Aviation Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Cover Va n t a g e A v i a t i o n Title: Vantage Aviation 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601 970.945.1004 www.sgm-inc.com Ryan Maxfield 3543 E Penedes Drive Gilbert, AZ, 85298 UNCC 1-800-922-1987 Permit Set March 2025 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m CIVIL DESIGN AND PERMITTING SUPPORT FOR THE DEVELOPMENT OF VANTAGE AVIATION HANGAR ON A5 & A6 LOT. INCLUDES DEMOLITION, GRUBBING, EARTHWORK, DRAINAGE AND GRADING, EROSION CONTROL, UTILITY INSTALLATIONS, PAVING, STORM DRAIN, FENCING, AND TOPSOIL/XERISCAPE/PLANTINGS INSTALLATIONS. Barry Sherman barry@bagroup.aero (303) 746-7013 Curtis Koldeway curtis@hauserarchitectspc.com (970) 669-8220 Sam Carver, Airport Director (970) 625-1091 Jared Emmert, Utility Director (970) 665-6589 Max Doose, Holy Cross Energy (970) 947-5415 Sam Wakefield, XCEL Energy (970) 625-6028 Sheet List Table Sheet Number Sheet Title 1 Cover 2 General Notes 3 Utility General Notes 4 Legend & Abbreviations 5 Existing Conditions 6 Demo Plan 7 Site Plan 8 Horizontal Layout Plan 9 Jointing Plan 10 Paving Plan 11 Striping Plan 12 Utility Plan 13 Roof Drain Plan 14 Storm Sewer Plan 1 15 Storm Sewer Plan 2 16 Storm Sewer De-Icing Pond 17 Water Main Plan 18 Sanitary Main Plan 19 Grading Plan 20 Erosion Control Plan 21 Details 1 22 Details 2 23 Details 3 24 Details 4 25 Details 5 26 Details 6 27 Details 7 28 Details 8 05/13/25 GENERAL REQUIREMENTS: 1.WORK SHALL MEET STANDARDS SET BY THE PROJECT'S JURISDICTIONS OF AUTHORITY. THIS INCLUDES BUT IS NOT LIMITED TO HOA STANDARDS, SPECIAL DISTRICT STANDARDS, CDOT STANDARDS AND SPECIFICATIONS CITY OF RIFLE STANDARDS, GARFIELD COUNTY STANDARDS, AND STATE STANDARDS. 2.THE CONTRACTOR AND SUBCONTRACTORS SHALL HAVE A COPY OF ALL APPLICABLE STANDARDS, CURRENT APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS ON SITE AT ALL TIMES. 3.ALL WORK SHALL BE DONE TO THE HORIZONTAL AND VERTICAL INFORMATION SHOWN ON THE PLANS. NO FIELD CHANGES SHALL BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. 4.THE DESIGN IS BASED ON THE BEST AVAILABLE INFORMATION AT THE TIME OF DESIGN. THIS INCLUDES BUT IS NOT LIMITED TO SITE CONDITIONS, FEATURES AND STRUCTURES, AND TOPOGRAPHICAL INFORMATION. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THE FEATURES SHOWN. THE CONTRACTOR SHALL REVIEW AND VERIFY EXISTING PHYSICAL FEATURES AND ELEVATIONS OF THE CONDITIONS TO BE ENCOUNTERED DURING CONSTRUCTION. 5.ANY DISCREPANCY WITHIN THESE PLANS SHOULD BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. 6.LIMITS OF CONSTRUCTION SHALL BE 5' BEYOND GRADING LIMITS, BASE OF FILL SLOPES OR TOP OF CUT SLOPES, AND 20' EITHER SIDE OF THE CENTERLINE OF UTILITY INSTALLATIONS, BUT NOT BEYOND FENCE LINE, EASEMENT OR RIGHT-OF-WAY. PROJECT LIMITS SHALL ALSO INCLUDE ANY DESIGNATED BORROW AREAS, EXCAVATION DISPOSAL AREAS AND MATERIAL OR TOPSOIL STOCKPILE AREAS. 7.THE CONTRACTOR SHALL LIMIT CONSTRUCTION ACTIVITIES TO THOSE AREAS WITHIN THE LIMITS OF DISTURBANCE AS SHOWN ON THE PLANS. ANY DISTURBANCE BEYOND THESE LIMITS SHALL BE RESTORED TO ORIGINAL CONDITION BY THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE. CONSTRUCTION ACTIVITIES INCLUDE THE PARKING OF VEHICLES OR EQUIPMENT, DISPOSAL OF LITTER, AND ANY OTHER ACTION WHICH WOULD ALTER EXISTING CONDITIONS. 8.WORK INSIDE PUBLIC RIGHT-OF-WAY WILL REQUIRE APPROVAL FROM THE JURISDICTION OF AUTHORITY PRIOR TO CONSTRUCTION. USE OF PRIVATE PROPERTY FOR THE PROJECT OUTSIDE OF THE CONSTRUCTION LIMITS SHALL BE APPROVED IN WRITING BY THE PROPERTY OWNER WITH A COPY OF THIS APPROVAL PROVIDED TO THE ENGINEER PRIOR TO USAGE. 9.CONTRACTOR SHALL BE RESPONSIBLE FOR SAFELY PERFORMING ALL WORK IN ACCORDANCE WITH APPLICABLE OSHA STANDARDS AND REGULATIONS. 10.THE ENGINEER, OWNER AND CITY OF RIFLE AND GARFIELD COUNTY COMMUNITY DEVELOPMENT DEPARTMENT SHALL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. 11.ALL PUBLIC AND PRIVATE UTILITY OWNERS SHALL BE NOTIFIED AT LEAST 48 HOURS (OR AS REQUIRED BY UTILITY COMPANIES) PRIOR TO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY. 12.ALL MATERIALS AND WORKMANSHIP SHALL BE SUBJECT TO INSPECTION BY THE OWNER AND THEIR ASSIGNED REPRESENTATIVE. THE OWNER AND THEIR ASSIGNED REPRESENTATIVE RESERVE THE RIGHT TO ACCEPT OR REJECT ANY MATERIALS AND WORKMANSHIP THAT DO NOT CONFORM TO THE PLANS OR SPECIFICATIONS. 13.PROJECT QUALITY CONTROL TESTING WILL BE PERFORMED BY THE CONTRACTOR AS DIRECTED BY THE OWNER, ENGINEER, OR JURISDICTION OF AUTHORITY. TESTING WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. CONTRACTOR SHALL PROVIDE TEST RESULTS AND REPORTS TO THE ENGINEER. 14.IT IS THE CONTRACTOR'S RESPONSIBILITY TO TAKE A SUFFICIENT NUMBER OF PRE-CONSTRUCTION PHOTOGRAPHS/VIDEOS TO RESOLVE ANY DISPUTES, WHICH MAY ARISE REGARDING THE CONDITIONS PRIOR TO AND SUBSEQUENT TO CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE COPIES OF THE PRE-CONSTRUCTION PHOTOGRAPHS/VIDEOS TO THE ENGINEER PRIOR TO THE START OF WORK. THE CONTRACTOR SHALL IDENTIFY ANY APPARENT POTENTIAL PROBLEMS AT THAT TIME. 15.PROGRESS AND RECORD PHOTOGRAPHS/VIDEOS SHALL BE PROVIDED BY THE CONTRACTOR TO RESOLVE DISPUTES AND TO DOCUMENT THE WORK PERFORMED AS A SUPPLEMENT TO THE RECORD DRAWINGS. IN GENERAL, ANY PHOTOGRAPHS/VIDEOS SHOULD BE SUFFICIENT TO SHOW THAT ALL WORK WAS PROPERLY COMPLETED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. 16.GEOTECHNICAL SUBSOIL STUDIES PROVIDED BY GROUND ENGINEERING REPORTS DATED 10/15/2024, PROJECT NUMBERS 24-6008 AND 24-6009. 17.THE CONTRACTOR SHALL PERFORM EXCAVATION, BACKFILL AND OTHER EARTHWORK ACTIVITIES IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE GEOTECHNICAL SUBSOIL STUDY. 18.SUBMITTALS SHALL BE PROVIDED FOR ALL MATERIALS TO BE INCORPORATED INTO THE PROJECT. SHOP DRAWINGS SHALL BE PROVIDED FOR ALL ITEMS HAVING DIMENSIONAL REQUIREMENTS. MATERIALS SUBMITTALS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. THE ENGINEER'S REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR ACCURACY, PROPER FIT OR PROPER FUNCTIONING AND PERFORMANCE OF THE WORK. ANY SUBMITTALS INVOLVING SUBSTITUTES THAT REQUIRE REDESIGN OR DRAWING RESUBMITTAL TO THE APPROVING AUTHORITY SHALL BE PAID FOR BY THE CONTRACTOR OR AS OTHERWISE COORDINATED BY CONTRACTOR AND OWNER. 19.THE CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP AND LAYOUT DRAWINGS, PRODUCT DATA, SAMPLES, MATERIALS, MANUALS AND PLANS PRIOR TO SUBMITTING TO THE ENGINEER. APPROVAL BY THE CONTRACTOR INDICATES THAT THEY HAVE VERIFIED ALL MATERIALS AND FIELD MEASUREMENTS WITH THOSE SHOWN ON THE DRAWINGS. APPROVAL ALSO INDICATES THAT THE CONTRACTOR HAS COORDINATED INFORMATION CONTAINED IN THE SUBMITTAL WITH WORK REQUIREMENTS OF ALL TRADES AND WITH THE CONTRACT DOCUMENTS. 20.AT NO TIME SHALL MATERIALS BE SUBSTITUTED FOR THOSE SHOWN ON THE DRAWINGS OR CALLED FOR IN THE SPECIFICATIONS, UNLESS WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER PRIOR TO RELATED CONSTRUCTION AT THE SITE. ANY DEVIATION FROM THE DRAWINGS AND SPECIFICATIONS SHALL BE ACCOMPANIED BY WRITTEN APPROVAL OF THE ENGINEER. 21.THE CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY FACILITIES FOR THEIR OWN CONVENIENCE OR TO MEET LOCAL, STATE OR FEDERAL REQUIREMENTS, INCLUDING, BUT NOT LIMITED TO, POTABLE WATER, SANITARY WASTE FACILITIES, POWER, TELEPHONE, INTERNET, ETC. SANITARY FACILITIES SHALL BE LOCATED ON SITE AND SHALL BE FULLY OPERATIONAL BEFORE CONSTRUCTION CAN BEGIN. SANITARY FACILITIES SHALL BE FIRMLY SECURED AGAINST OVERTURNING AND SHALL BE PLACED AWAY FROM FLOW LINES OF STREETS, SWALES, RAIN GARDENS AND AWAY FROM INLETS. THE COST OF THESE FACILITIES WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. 22.THE CONTRACTOR WILL BE RESPONSIBLE FOR DAILY CLEANING OF THE JOB SITE DURING AND AFTER CONSTRUCTION. A CONTINUING EFFORT SHALL BE MADE THROUGH THE DURATION OF THE CONTRACT TO KEEP ALL AREAS CLEAN AND FREE OF ALL RUBBISH, REMOVED VEGETATION, CONSTRUCTION WASTE, EMPLOYEE WASTE, AND OTHER OBJECTIONABLE MATERIALS GENERATED FROM THE PROJECT. WEEDS SHALL BE REMOVED IN DISTURBED AREAS PRIOR TO THEIR PRODUCING SEED AND PRIOR TO FINISHED GRADING AND LANDSCAPING INSTALLATION. 23.FINAL CLEAN-UP MUST BE APPROVED AND ACCEPTED BY THE OWNER BEFORE THE CONTRACT MAY BE CONSIDERED COMPLETE. 24.THE CONTRACTOR SHALL MAINTAIN TWO FULL SETS OF CONTRACT DRAWINGS MARKED UP TO INDICATE THE AS-BUILT CONDITIONS. THE DRAWINGS SHALL BE PROVIDED TO THE OWNER AND THE ENGINEER UPON COMPLETION OF THE WORK. WHERE PRACTICAL, THE CONTRACTOR IS TO PROVIDE AT LEAST TWO TIES FROM PHYSICAL MONUMENTS TO ALL FITTINGS, VALVES, MANHOLES, AND THE END OF ALL SERVICE LINES. SURVEY NOTES: 1.SOURCE OF MAPPING: EXISTING FIELD CONDITIONS WERE GENERATED BY A SURVEY PERFORMED BY BOOKCLIFF SURVEY SERVICES, RIFLE, COLORADO IN THE SUMMER AND FALL OF 2024. CONTACT WAYNE KIRKPATRICK AT (970) 625-1330. 2.PROPERTY LINES, MONUMENTS, BENCHMARKS, SURVEY CONTROL, AND ADDITIONAL HISTORIC SURVEY INFORMATION CANNOT BE REMOVED FOR CONSTRUCTION. DISTURBED SURVEY ITEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST BE RESTORED BY A STATE OF COLORADO LICENSED LAND SURVEYOR. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION STAKING OF BOTH HORIZONTAL AND VERTICAL LAYOUT ON THIS PROJECT. THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT ENGINEER FOR INTERPRETATION AND INFORMATION IN STAKING OF THE PROJECT FOR CONSTRUCTION. CONTRACTOR'S SURVEYOR SHALL USE PERTINENT DATA SHOWN ON THE DRAWINGS TO PREPARE ANY DATA FILES THAT MAY BE NECESSARY FOR GPS INPUT FOR GRADING. XML FILES ARE NOT AVAILABLE FOR STAKING FOR THIS PROJECT 4.LOCATIONS OF CLEANOUTS, LIGHTS, SIGNAGE, JUNCTION BOXES, AND OTHER SIGNIFICANT SITE FEATURES TO BE STAKED FOR ENGINEER AND OWNER APPROVAL PRIOR TO WORK. CLEANOUTS, JUNCTION BOXES, AND ADJACENT GRADES TO BE RAISED ONE-HALF INCH AT ASPHALT/CONCRETE (OR 1” AT LANDSCAPING) TO PROVIDE POSITIVE DRAINAGE AWAY FROM FEATURES. PERMITS 1.THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS TO COMPLETE WORK AND SHALL COMPLY WITH THE PERMIT CONDITIONS. REQUIRED PERMITS INCLUDE, BUT NOT LIMITED TO, GRADING PERMIT, RIGHT-OF-WAY PERMIT, NOISE PERMIT, TREE REMOVAL, CONSTRUCTION DEWATERING PERMIT AND CONSTRUCTION STORMWATER PERMIT. 2.ANY PUMPING OF WATER MAY REQUIRE A DISCHARGE PERMIT FROM CDPHE WATER QUALITY CONTROL DIVISION AND SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ONLY CLEAN WATER THAT HAS NOT PICKED UP SEDIMENT FROM THE WORK AREA SHALL BE DISCHARGED FROM THE SITE WITHOUT PRIOR TREATMENT. WATER CONTAINING ELEVATED LEVELS OF SEDIMENT SHALL BE TREATED PRIOR TO DISCHARGE USING BEST MANAGEMENT PRACTICES AS APPROVED BY THE ENGINEER. CONDITIONS OF THE PERMIT INCLUDING MONITORING AND REPORTING WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. 3.REFER TO COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT (CDPHE) LOW RISK DISCHARGE GUIDANCE DOCUMENT - DISCHARGE OF UNCONTAMINATED GROUNDWATER TO LAND https://www.colorado.gov/pacific/sites/default/files/WQ%20LOW%20RISK%20GW.pdf ACCESS AND PROTECTION REQUIREMENTS 1.PROPERTY OWNER ACCESS SHALL BE MAINTAINED AT ALL TIMES BY THE CONTRACTOR. 2.IF TRAFFIC CONTROL IS NECESSARY, THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN FOR APPROVAL BY THE JURISDICTION OF AUTHORITY AND ENGINEER. TRAFFIC CONTROL PLAN SHALL INCLUDE METHODS OF HANDLING TRAFFIC (MHT'S) APPLICABLE TO THE WORK. 3.ALL CONSTRUCTION TRAFFIC CONTROL SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), LATEST EDITION. 4.THE CONTRACTOR SHALL PROVIDE AND MAINTAIN PEDESTRIAN AND ADA COMPLIANT ACCESS DURING CONSTRUCTION. 5.NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT-OF-WAY OUTSIDE OF APPROVED WORKING HOURS. THE CONTRACTOR SHALL REMOVE ALL EQUIPMENT AND OTHER OBSTRUCTIONS FROM THE PUBLIC RIGHT-OF-WAY.AT THE END OF EACH DAY'S WORK AND AT OTHER TIMES WHEN CONSTRUCTION OPERATIONS ARE SUSPENDED FOR ANY REASON. 6.THE CONTRACTOR SHALL PROTECT FROM DAMAGE ALL TREES, BUSHES, AND EXISTING IMPROVEMENTS INSIDE AND OUTSIDE THE LIMITS OF WORK NOT CALLED OUT FOR REMOVAL OR REPLACEMENT. 7.TREES AND VEGETATION SHALL BE PROTECTED WITH INSTALLATION OF CONSTRUCTION FENCING AT DRIP LINE OF TREES AND PLANTS NEAR THE WORK ZONE. HAND EXCAVATION REQUIRED AT ROOT ZONES WHERE PROPOSED PAVING OR UTILITY WORK IS WITHIN DRIPLINE OF TREES. TREES AND VEGETATION THAT ARE NOTED FOR PROTECTION AND DAMAGED SHALL BE REPLACED AT THE CONTRACTOR'S COST. 8.THE CONTRACTOR SHALL REPAIR OR REPLACE ALL AFFECTED OR DAMAGED LANDSCAPING, INCLUDING IRRIGATION, WITH SIMILAR MATERIALS AND PLANTS. SOD SHALL BE USED TO REPLACE LAWN. 9.THE CONTRACTOR SHALL PROTECT THE EXISTING DRAINAGE STRUCTURES AND REROUTE ANY RUNOFF AS NECESSARY DURING CONSTRUCTION ACTIVITIES TO PREVENT EROSION AND DAMAGE. 10.ALL EXISTING UTILITIES, EITHER UNDERGROUND OR OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANY DAMAGE TO, OR INTERRUPTION OF SERVICES CAUSED BY THE CONSTRUCTION. TEMPORARY EROSION CONTROLS MEASURES 1.THE CONTRACTOR SHALL IMPLEMENT EROSION CONTROL MEASURES (A.K.A. BEST MANAGEMENT PRACTICES OR BMPs), TO CONTROL EROSION AND SEDIMENTATION DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF ALL TEMPORARY EROSION CONTROL MEASURES. 2.THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO ANY SITE GRADING OR EXCAVATION ACTIVITIES. CONTRACTOR SHALL ALSO IMPLEMENT APPROPRIATE CONTROL MEASURES FOR PROTECTION OF WETLANDS, SENSITIVE HABITAT, AND EXISTING VEGETATION FROM GROUND DISTURBANCE AND OTHER POLLUTANT SOURCES BEFORE CONSTRUCTION BEGINS. 3.THE CONTRACTOR SHALL INSPECT THE CONSTRUCTION SITE, INCLUDING ALL BMP'S, STORAGE CONTAINERS, AND CONSTRUCTION EQUIPMENT, AT LEAST EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS AFTER A PRECIPITATION EVENT OR SNOW MELT THAT MAY CAUSE SURFACE EROSION. 4.THE CONTRACTOR SHALL KEEP A RECORD OF ALL INSPECTIONS ONSITE AND AVAILABLE FOR REVIEW. INSPECTION REPORTS MUST IDENTIFY ANY INCIDENTS OF NON-COMPLIANCE WITH THE TERMS AND CONDITIONS OF THE CONSTRUCTION STORMWATER PERMIT. 5.CONTROL MEASURES SHALL BE MAINTAINED, INCLUDING REMOVAL OF COLLECTED SEDIMENT WHEN SILT DEPTH IS 50 PERCENT OR MORE OF THE EFFECTIVE HEIGHT OF THE EROSION CONTROL DEVICE. DAMAGES RESULTING FROM FAILURE TO MAINTAIN CONTROL MEASURES SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 6.THE STORMWATER MANAGEMENT PLAN SHALL BE UPDATED TO REFLECT NEW OR REVISED CONTROL MEASURES DUE TO CHANGES IN DESIGN, CONSTRUCTION, OPERATION, OR MAINTENANCE OF THE CONSTRUCTION SITE. UPDATES MUST BE MADE WITHIN 72 HOURS FOLLOWING THE CHANGE IN CONTROL MEASURES. 7.VEHICLE TRACKING PADS SHALL BE USED AT ALL VEHICLE AND EQUIPMENT EXIT POINTS FROM THE SITE TO PREVENT SEDIMENT EXITING THE LIMITS OF CONSTRUCTION OF THE PROJECT SITE. WHENEVER SEDIMENT COLLECTS ON THE PAVED SURFACE, THE SURFACE SHALL BE CLEANED. STORM DRAIN INLET PROTECTION SHALL BE IN PLACE BEFORE SHOVELING, SWEEPING OR VACUUMING. SWEEPING SHALL BE COMPLETED WITH A PICKUP BROOM OR EQUIPMENT CAPABLE OF COLLECTING SEDIMENT. STREET WASHING WILL NOT BE ALLOWED. 8.ERODIBLE STOCKPILES (INCLUDING TOPSOIL) SHALL BE CONTAINED WITH ACCEPTABLE CONTROL MEASURES AT THE TOE OF THE STOCKPILE THROUGHOUT CONSTRUCTION. STOCKPILES THAT ARE INACTIVE FOR MORE THAN 14 DAYS SHALL BE STABILIZED WITH HAY OR STRAW MULCH WITH TACKIFIER, BONDED FIBER MATRIX, HYDRAULIC MULCH WITH TACKIFIER OR SPRAY-ON MULCH BLANKET. 9.PERMANENT STABILIZATION REQUIREMENTS SHALL BE COMPLETED WITHIN 4 DAYS OF PLACEMENT OF THE TOPSOIL. PERMANENT STABILIZATION IS THE COVERING OF DISTURBED AREAS WITH TOPSOIL, SEEDING, MULCHING WITH TACKIFIER AND SOIL RETENTION COVERINGS. 10.BULK STORAGE STRUCTURES FOR PETROLEUM PRODUCTS AND ANY OTHER CHEMICALS SHALL HAVE SECONDARY CONTAINMENT OR EQUIVALENT PROTECTION TO CONTAIN POTENTIAL SPILLS. 11.A CONSTRUCTED CONCRETE WASHOUT OR PREFABRICATED CONCRETE WASHOUT STRUCTURE THAT WILL CONTAIN WASHOUT FROM CONCRETE PLACEMENT, CONSTRUCTION EQUIPMENT CLEANING OPERATIONS AND RESIDUE FROM CUTTING, CORING, GRINDING, AND HYDRODEMOLITION MUST BE PROVIDED AND MAINTAINED. 12.ALL DRAINAGE STRUCTURES ARE TO BE PROTECTED BY EROSION AND SEDIMENT CONTROL MEASURES. 13.DUST MITIGATION SHALL BE PROVIDED BY THE CONTRACTOR AS NECESSARY. WATER SHALL BE USED AS A DUST PALLIATIVE WHERE AND WHEN REQUIRED. SWEEPING AND CLEANING STREETS AND SIDEWALKS DURING THE CONSTRUCTION WILL BE DIRECTED BY THE AFFECTED JURISDICTIONS AND PERFORMED AS NECESSARY BY THE CONTRACTOR. ASPHALT PAVING 1.HMA MATERIAL: PG64-22, GRADING SX, N-DESIGN 75 2.A TACK COAT OF EMULSIFIED ASPHALT (SLOW-SETTING) SHALL BE APPLIED AT THE FOLLOWING LOCATIONS: 2.1.BEFORE PLACING NEW PAVEMENT OVER EXISTING PAVEMENT 2.2.ALONG THE FACE OF ALL EXISTING PAVEMENT, AND ALL SURFACES AGAINST WHICH ASPHALT IS TO BE PLACED BETWEEN PAVEMENT COURSES 2.3.PREPARED BASE COURSES SHALL BE TACK COATED AT CONTRACTOR'S EXPENSE IF THE SURFACE HAS DETERIORATED DUE TO TRAFFIC, WEATHER OR TIME LAPSE BETWEEN SURFACE PREPARATION AND PLACEMENT OF BITUMINOUS MATERIALS, AS DIRECTED BY THE ENGINEER. 3.DILUTED EMULSIFIED ASPHALT FOR TACK COAT SHALL CONSIST OF 1 PART EMULSIFIED ASPHALT (SLOW-SETTING) AND 1 PART WATER. APPLICATION RATE SHALL BE 0.1 GALS/SQ.YD. 4.BEFORE PLACEMENT OF THE TACK COAT, THE CONTRACTOR SHALL CLEAN THE SURFACES TO BE TACK COATED. SURFACES SHALL BE APPROVED BY ENGINEER PRIOR TO TACK COATING. CLEANING WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. 5.THE FOLLOWING SHALL BE USED WITH EACH BITUMINOUS PAVER: 5.1.A SKI-TYPE DEVICE AT LEAST 30 FEET IN LENGTH. 5.2.SHORT SKI OR SHOE. 6.ANY LAYER OF BITUMINOUS PAVEMENT THAT IS TO HAVE A SUCCEEDING LAYER PLACED THEREON SHALL BE COMPLETED TO THE FULL AVAILABLE WIDTH WITHIN EACH PHASE OF CONSTRUCTION BEFORE THE SUCCEEDING LAYER IS PLACED. 7.WHERE NEW PAVEMENT IS TO ABUT EXISTING PAVEMENT, THE EXISTING PAVEMENT SHALL BE REMOVED TO A NEAT VERTICAL LINE USING A PAVEMENT-CUTTING SAW AND MILLED TO A DEPTH OF 2” OVER 24” WIDE, OR OTHER METHOD AS APPROVED BY THE ENGINEER. VERTICAL EDGES SHALL NOT REMAIN OVERNIGHT. THE WORK WILL NOT BE MEASURED AND PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. CONCRETE CONSTRUCTION 1.CONCRETE SHALL CONFORM TO CDOT STANDARD SPECIFICATIONS TABLE 601-1 FOR CONCRETE CLASSES AND MIX REQUIREMENTS FOR CLASSES B AND D, EXCEPT THAT NUMBER 57 OR NUMBER 67 SHALL BE USED. FIBROUS REINFORCING SHALL BE USED IN PORTLAND CEMENT CONCRETE USED FOR CURB, GUTTER, SIDEWALKS, CURB TURN FILLETS, CROSS PANS, AND VALLEY PANS. FIBROUS CONCRETE REINFORCEMENT SHALL CONSIST OF 100 PERCENT VIRGIN POLYPROPYLENE FIBRILLATED FIBERS SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE REINFORCEMENT, CONTAINING NO REPROCESSED OLEFIN MATERIALS. FIBROUS CONCRETE REINFORCEMENT SHALL BE AS MANUFACTURED BY FIBERMESH COMPANY, 4019 INDUSTRY DRIVE, CHATTANOOGA, TENNESSEE 37416, OR APPROVED EQUIVALENT. SUBSTITUTIONS MAY BE CONSIDERED AT THE DISCRETION OF THE CITY ENGINEER. 2.OWNER TO APPROVE ALL CONCRETE FINISHING, JOINT PATTERNS AND COLORING REQUIREMENTS PRIOR TO CONSTRUCTION. SUBMIT JOINT LAYOUT PLAN TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. 3.EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING EXISTING CONCRETE OR FIXED STRUCTURE. EXPANSION JOINT MATERIAL SHALL BE 1/2 IN. THICK AND SHALL EXTEND THE FULL DEPTH OF CONTACT SURFACE. 4.CONTRACTOR SHALL NOTIFY ENGINEER PRIOR TO PLACEMENT OF FLATWORK OF SITE CONDITIONS OR DISCREPANCIES WHICH PREVENT REQUIRED GRADES FROM BEING ACHIEVED. 5.ALL RAMPS, STAIRS, EDGE PROTECTION, AND RAILINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CURRENT ADA STANDARDS. ACCESSIBLE CURB RAMPS SHALL CONFORM TO THE CDOT M-STANDARDS (SEE DETAIL M-608-1, ETC). ACCESSIBLE FEATURES WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE CONSTRUCTED TO CONFORM TO THE REQUIREMENTS OF THE LOCAL AUTHORITY HAVING JURISDICTION. 6.THE EXISTING AND PROPOSED ELEVATIONS OF FLATWORK, SIDEWALKS, CURBS, THRESHOLDS, PAVING, ETC. AS SHOWN IN THE PLANS MAY BE BASED ON EXTRAPOLATION OF FIELD SURVEY DATA, EXISTING CONDITIONS, AND DATA PROVIDED BY OTHERS. AT CRITICAL AREAS AND SITE FEATURES, CONTRACTOR SHALL HAVE FORMWORK INSPECTED AND APPROVED BY OWNER, OWNER'S REPRESENTATIVE, OR ENGINEER PRIOR TO PLACING CONCRETE. MINOR ADJUSTMENTS, AS APPROVED, TO PROPOSED GRADES, INVERTS, ETC. MAY BE REQUIRED TO PREVENT PONDING OR SLOPES NOT IN CONFORMANCE WITH THE JURISDICTIONAL STANDARDS. ALL FLATWORK MUST PREVENT PONDING AND PROVIDE POSITIVE DRAINAGE AWAY FROM EXISTING AND PROPOSED BUILDINGS, WALLS, ROOF DRAIN OUTFALLS, ACROSS DRIVES AND WALKS TOWARDS THE PROPOSED INTENDED DRAINAGE FEATURES AND CONVEYANCES. EARTHWORK 1.TOPSOIL IS TO BE STRIPPED PRIOR TO COMMENCING ROUGH GRADING. STRIPPED TOPSOIL GENERATED ONSITE IS TO BE STOCKPILED AND USED FOR RE-VEGETATION. 2.ANY OPEN EXCAVATION LEFT UNATTENDED SHALL BE BARRICADED OR FENCED OFF BY THE CONTRACTOR. 3.IF BEDROCK IS ENCOUNTERED CONTACT ENGINEER BEFORE PROCEEDING WITH WORK IN AREA OF BEDROCK. 4.IF GROUNDWATER IS ENCOUNTERED CONTACT ENGINEER BEFORE PROCEEDING WITH WORK IN AREA OF GROUNDWATER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS OR EROSION ON ABUTTING PROPERTIES. CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND MEETING REQUIREMENTS OF CDPHE WATER QUALITY CONTROL DIVISION DEWATERING PERMIT FOR ANY DEWATERING DISCHARGES. 5.ONSITE NATIVE MATERIAL CAN BE USED FOR STRUCTURAL BACKFILL IF APPROVED BY THE GEOTECHNICAL, CIVIL AND STRUCTURAL ENGINEERS, AS APPLICABLE. MATERIAL SHALL BE SCREENED, PLACED IN LIFTS AND COMPACTED PER GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6.THE CONTRACTOR SHALL CERTIFY THAT ALL AGGREGATES USED ON THIS PROJECT ARE FREE FROM HAZARDOUS COMPONENTS IN EXCESS OF THE THRESHOLD CONCENTRATIONS ESTABLISHED BY THE E.P.A. 7.ANY MATERIAL NOT SUITABLE FOR EMBANKMENT OR BACKFILL SHALL BE REMOVED FROM THE SITE AND DISPOSED OF BY THE CONTRACTOR AS PART OF THE WORK. 8.ALL MATERIALS REQUIRING COMPACTION MUST MEET APPLICABLE CDOT EMBANKMENT OR STRUCTURAL BACKFILL STANDARDS. 9.PLACEMENT OF AGGREGATE BASE COURSE OR PAVING SHALL NOT BEGIN UNTIL THE ENGINEER HAS APPROVED THE SUBGRADE. EXISTING SUBGRADE MATERIAL SHALL BE SCARIFIED TO A DEPTH OF 12 TO 18 INCHES, MOISTURE CONDITIONED AND RECOMPACTED. THE SUBGRADE SHALL BE PROOF ROLLED AND APPROVED BY THE ENGINEER PRIOR TO THE PLACEMENT OF ANY SUBSEQUENT STRUCTURAL LAYERS. AREAS THAT DEFORM UNDER HEAVY WHEEL LOADS AS DETERMINED BY THE ENGINEER ARE NOT STABLE AND SHALL BE REMOVED AND REPLACED TO ACHIEVE A STABLE SUBGRADE. THE ENGINEER SHALL APPROVE THE TYPE AND WEIGHT OF THE VEHICLE TO BE USED FOR THE PROOF ROLL. THE CONTRACTOR SHALL PROVIDE ALL EQUIPMENT AND LABOR NECESSARY FOR THE PROOF ROLL. PROOF ROLLING WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. 10.WATER FOR COMPACTION WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK. 11.MOISTURE DENSITY CONTROL WILL BE REQUIRED FOR FULL DEPTH OF EMBANKMENTS AND AGGREGATE BASE COURSE IN PAVED AREAS. 12.ENSURE THAT DRAINAGE IS AWAY FROM ALL STRUCTURES IN ALL DIRECTIONS A MINIMUM OF 6 INCHES IN THE FIRST 10' OR 3 INCHES IN THE FIRST 10' IN PAVED OR CONCRETE AREAS, OR AS DIRECTED IN THE GEOTECHNICAL REPORT. DEMOLITION AND REMOVALS 1.ALL SIGNS REMOVED FROM THE RIGHT-OF-WAY DURING CONSTRUCTION WILL BE STORED ONSITE OR RETURNED TO THE JURISDICTION, AS DIRECTED. CONTRACTOR TO RECORD PHOTOS OF THE AREA AND REINSTALL SIGNS TO THEIR ORIGINAL LOCATION. 2.SAWCUT ALL ASPHALT AND CONCRETE PAVEMENT TO BE REMOVED. FINAL LIMITS OF REQUIRED SAWCUTTING AND PATCHING MAY VARY FROM LIMITS SHOWN ON PLANS. CONTRACTOR TO PROVIDE SAWCUT AND PATCH WORK TO ACHIEVE POSITIVE DRAINAGE AND A SMOOTH TRANSITION TO EXISTING ASPHALT WITHIN SLOPES ACCEPTABLE TO THE ENGINEER AND WITHIN MUNICIPAL STANDARDS. CONTRACTOR SHALL PROVIDE ADDITIONAL SAWCUTTING AND PATCHING AT UTILITY WORK, CONNECTION POINTS TO EXISTING PAVEMENT AND FEATURES, ETC. THAT MAY NOT BE DELINEATED ON PLANS. 3.ALL EXCESS MATERIALS GENERATED FROM THE SITE ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DISPOSED OF PROPERLY. GEOTECHNICAL REPORT 1.PROVIDE ALL GRADING, EXCAVATIONS, FILLS AND PAVEMENT PER PLANS AND PER THE REQUIREMENTS OF THE GEOTECHNICAL RECOMMENDATIONS OF THE GROUND ENGINEERING REPORTS JOBS NUMBER 24-6008 AND 24-6009 RESPECTFULLY. IF ANY GRADING REQUIREMENTS CONFLICT WITH THE GEOTECHNICAL REPORTS, CONTACT ENGINEER IMMEDIATELY TO CONFIRM RESOLUTION OF SUCH CONFLICTS. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - C o v e r . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 2 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Cover KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 2 Of : Pr o j e c t M i l e s t o n e : 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t General Notes Va n t a g e A v i a t i o n Title: 05/13/25 APPLICATION RATE: 25 LBS. PLS PER ACRE COMMON NAME BOTANICAL NAME %LBS. PLS PER ACRE INDIAN RICEGRASS ORYZOPSIS HYMENOIDES 17%4.3 IDAHO FESCUE FESTUCA IDAHOENSIS 17%4.3 RABBITBRUSH CHRYSOTHAMNUS NAUSEOUSUS 10%2.5 BEARDLESS BLUEBUNCH WHEATGRASS PSEUDOREGNERIA SPICATA INERME 10%2.5 BLUEBUNCH WHEATGRASS PSEUDOREGNERIA SPICATA 10%2.5 WESTERN WHEATGRASS PASCOPYRUM SMITHII 10%2.5 BASIN WILDRYE LEYMUS CINEREUS 6%1.5 MOUNTAIN SAGE ARTEMESIA TRIDENTATA 5%1.3 SANDBERG'S BLUEGRASS POA SECUNDA 5%1.3 SIDE-OATS GRAMA BOUTELOUS CURTIPENDULA 4%1.0 NEEDLE AND THREAD STIPA COMATA 2%0.5 BLUE GRAMA BOUTELOUA GRACILIS 2%0.5 GALLETA HILARIA JAMESII 2%0.5 REVEGETATION 1.DISTURBED AREAS SHALL BE REVEGETATED. 2.DISTURBED AREAS SHALL BE FINE GRADED AND RAKED TO REMOVE ALL ROCKS OVER THREE INCHES IN DIAMETER. PLACE TOPSOIL TO A DEPTH OF FOUR INCHES ON ALL DISTURBED AREAS. 3.SOIL RETENTION BLANKETS SHALL BE INSTALLED ON SLOPES STEEPER THAN 2H:1V. 4.RESEED DISTURBED AREAS ACCORDING TO THE SEED MIX AND APPLICATION RATE SPECIFIED IN THE LANDSCAPING PLAN, PREPARED BY OTHERS. 5.SEEDING MATERIAL TO BE USED FOR RECLAMATION: EXISTING UTILITY NOTES (NON-SUE) EXISTING UTILITY NOTES - NON "SUE-REQUIRED PROJECT" 1.THIS IS NOT A "SUBSURFACE UTILITY ENGINEERING-REQUIRED PROJECT," AS SET FORTH IN THE 8/8/2018 COLORADO STATE LAW. SEE CHECKLIST BELOW FOR ENGINEER'S BASIS FOR THIS DETERMINATION. (NOTE: A PROJECT MUST MEET ALL 4 CONDITIONS) 2.EXISTING UTILITIES ARE DEPICTED ACCORDING TO THE BEST AVAILABLE INFORMATION THAT WAS PROVIDED BY THE UTILITY OWNERS AND SURFACE FEATURES AT THE TIME OF THE SURVEY. RELIANCE UPON THIS UTILITY DATA FOR RISK MANAGEMENT PURPOSES DOES NOT RELIEVE THE PROJECT OWNER, CONTRACTOR, OR UTILITY COMPANY FROM FOLLOWING ALL APPLICABLE UTILITY DAMAGE PREVENTION STATUTES, POLICIES, AND/OR PROCEDURES DURING EXCAVATION. PRIOR TO EXCAVATION, THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT 811 OR 800-922-1987, TO VERIFY EXISTING UTILITIES AND HAVE LOCATIONS OF UNCC REGISTERED LINES MARKED BY MEMBER COMPANIES. 3.OTHER UTILITIES MAY BE PRESENT WHICH WERE NOT IDENTIFIED IN THIS PLAN SET OR PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE DUE-DILIGENCE AND ENACT GOOD PRACTICES WHEN EXCAVATING NEAR POTENTIAL CONFLICT AREAS AND REDUCE POTENTIAL DAMAGE TO UTILITIES AS MUCH AS POSSIBLE. 4.SHOULD THE CONTRACTOR ENCOUNTER UNKNOWN AND/OR ABANDONED UTILITIES THE CONTRACTOR SHALL VERIFY WITH THE RESPECTIVE UTILITY OWNER THAT THE UTILITY IS INACTIVE/ABANDONED BEFORE REMOVAL FROM THE WORK AREA 5.THE CONTRACTOR SHALL COMPLY WITH COLORADO REVISED STATUTES (CRS) 2018, TITLE 9, ARTICLE 1.5-103 (10), "ALL NEW UNDERGROUND FACILITIES, INCLUDING LATERALS UP TO THE STRUCTURE OR BUILDING BEING SERVED, INSTALLED ON OR AFTER 8/8/2018, MUST BE ELECTRONICALLY LOCATABLE WHEN INSTALLED." GENERAL PROPOSED UTILITY NOTES: THE CONTRACTOR SHALL ENSURE PIPES ARE FREE OF GRAVEL AND DEBRIS PRIOR TO BEING INSTALLED IN THE TRENCH. IF THE PIPE IS DIRTY, HAS GRAVEL OR DEBRIS INSIDE, OR HAS SAT UNUSED FOR A LONG PERIOD OF TIME, THE PIPE WILL REQUIRE CLEANING PRIOR TO INSTALLATION. 1.FOLLOW ALL COLORADO DEPARTMENT OF PUBLIC HEALTH & ENVIRONMENT (CDPHE) REGULATIONS FOR WATER AND SEWER LINE CROSSINGS. 2.REFER TO EACH SPECIFIC MUNICIPALITY'S, SPECIAL DISTRICT, OR RESPECTIVE UTILITY OWNER'S STANDARDS AND SPECIFICATIONS FOR APPROVED MATERIALS AND EQUIPMENT AS WELL AS OTHER REQUIREMENTS THAT MAY NOT BE INCLUDED IN THESE NOTES. 3.ALL WORK TO BE DONE IN STRICT COMPLIANCE WITH RESPECTIVE UTILITY COMPANY REQUIREMENTS. REFER TO THE UTILITY OWNER CONTACT TABLE FOR KNOWN UTILITY OWNERS WITHIN THE AREA. 4.PROVIDE CONDUIT SIZE AND TYPE PER RESPECTIVE UTILITY COMPANY REQUIREMENTS. 5.PROVIDE CONDUIT STUB A MINIMUM OF 6-INCHES ABOVE FINAL GRADE AT LOCATIONS DESIGNATED FOR PEDESTAL INSTALLATION AND CAP. 6.PROVIDE PULL STRING IN EACH DRY UTILITY CONDUIT. 7.TRANSITION CONDUIT FROM TYPICAL UTILITY TRENCH SPACING TO PROVIDE SEPARATION FROM VERTICAL APPURTENANCES OF DEEPER UTILITIES. 8.UNLESS OTHERWISE SPECIFIED, GAS UTILITY OWNER WILL INSTALL ALL NON-SERVICE LINE GAS PIPING. 9.GAS PIPING SHALL BE BEDDED AND BACK-FILLED THE SAME DAY AS INSTALLED. 10.COMMUNICATIONS COMPANY PROVIDER WILL PROVIDE ANY REQUIRED VAULTS AND PEDESTALS. 11.CONTRACTOR TO INSTALL CONDUIT WITH BEDDING PER UTILITY OWNER SPECIFICATIONS; IF UTILITY COMPANY FAILS TO PROVIDE REQUIREMENTS, BED CONDUIT WITH 3/4-INCH MINUS MATERIAL, 4-INCHES BELOW TO 4-INCHES ABOVE CONDUIT. 12.CONDUIT PULL BOXES WILL BE REQUIRED AS SHOWN ON THE PLANS. IF PULL BOXES ARE NOT SHOWN ON PLANS, PROVIDE THEM AT ALL MAJOR ALIGNMENT/DIRECTION CHANGES AND NO GREATER THAN 300-FEET BETWEEN EACH LOCATION. 13.INSTALL 4X4 POST MARKER AT STUB LOCATIONS FOR SANITARY, STORM AND WATER. STORM SEWER SEWER: 1.REFER TO THE STANDARDS AND SPECIFICATIONS FOR THE CITY OF RIFLE FOR THE FULL REQUIREMENTS FOR STORM SEWER MAINS. 2.ALL PIPING SHALL BE ADS N-12 HDPE PIPE, UNLESS OTHERWISE SPECIFIED. 3.ALL MANHOLES SHALL BE 4' DIAMETER PRECAST CONCRETE AND HAVE AN ECCENTRIC CONE UNLESS OTHERWISE SPECIFIED. 4.THE PLAN VIEW STATIONING IS FROM CENTER OF MANHOLE TO CENTER OF MANHOLE OR STRUCTURES. THE LABELED PLAN AND PROFILE DISTANCE AND SLOPE REPRESENTS PIPE LENGTH FROM INVERT OUT TO INVERT IN OF THE PIPE SEGMENTS BETWEEN MANHOLES OR STRUCTURES. 5.CONTRACTOR TO PROVIDE LOW AIR PRESSURE TESTING AND MANDREL DEFLECTION TESTING AT COMPLETION OF INSTALLATION. STORM MANHOLES TO BE VACUUM TESTED FOR WATER TIGHTNESS. WATER DISTRIBUTION: 1.THIS PROJECT IS SERVED BY THE CITY OF RIFLE AND ALL WATER COMPONENTS SHALL CONFORM TO THE LATEST CITY OF RIFLE STANDARDS AND SPECIFICATIONS. ANY CONFLICTS BETWEEN THE REQUIREMENTS OF THESE PLANS AND THE LATEST CITY OF RIFLE UTILITY DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR CLARIFICATION AND RESOLUTION. 2.ALL WETTED COMPONENTS OR THOSE POTENTIALLY TO BE IN CONTACT WITH POTABLE WATER UNDER TYPICAL OPERATING CONDITIONS RELATED TO THE WATERLINE INSTALLATION (PIPE, FITTINGS, VALVES, COATINGS, AND OTHER APPURTENANCES) SHALL BE NSF 61 CERTIFIED. 3.WATER MAINS SHALL BE C-900 PVC. PIPE AND FITTINGS SHALL BE MECHANICAL JOINT TYPE WITH EBAA IRON MEGALUG-TYPE JOINT RESTRAINTS UNLESS OTHERWISE NOTED ON PLANS. 4.PVC PIPE MANUFACTURER REFERENCE USED FOR DESIGN ALLOWS FOR JOINT DEFLECTION OF THE PIPE FOR WATER MAIN UTILIZING A MINIMUM RADIUS OF 1146-FEET BY UTILIZING PIPE DEFLECTION OF 1-DEGREE AT EACH JOINT. CONTRACTOR TO PROVIDE SUBMITTAL FOR PIPE THAT ALLOWS THIS AMOUNT OF DEFLECTION AT THE PIPE JOINTS. BENDING OF PIPE BARRELL IS NOT ALLOWED. 5.ALL FITTINGS (BENDS, CROSSES, PLUGS, VALVES AND TEES) SHALL HAVE BOTH CONCRETE THRUST BLOCK (AKA CONCRETE REACTION BLOCK) OR EBAA IRON MEGALUGS INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS SHOWN ON THE DETAIL SHEETS. 6.ALL FITTINGS (BENDS, CROSSES, PLUGS, VALVES AND TEES) SHALL BE WRAPPED WITH POLYETHYLENE, SEE RELEVANT DETAIL. 7.PLEASE NOTE THAT VERTICAL BENDS OR FITTINGS HAVE DIFFERENT RESTRAINT REQUIREMENTS THAN HORIZONTAL BENDS AND FITTINGS, SEE VERTICAL RESTRAINT DETAIL. NO NEW OR ADDITIONAL VERTICAL BENDS OR FITTINGS SHALL BE ADDED WITHOUT THE APPROVAL OF THE ENGINEER. 8.WHEN REQUIRED TO ABANDON WATER VALVE REMOVE TOP SECTION OF VALVE BOX, BACKFILL ENTIRE CAVITY AND COMPACT TO 95% AND PATCH SURFACE ACCORDING TO JURISDICTION'S REQUIREMENTS. 9.ALL ABANDONED PORTIONS OF THE SYSTEM MAINLINES SHALL BE PHYSICALLY CUT AND CAPPED WITH 2-LINEAR-FEET OF NON-SHRINK GROUT AT THE NEAREST CONVENIENT LOCATION TO THE NEW SYSTEM OR AS THE CITY OF RIFLE PERSONNEL DIRECT. EXISTING FIRE HYDRANTS SHALL BE ABANDONED AND REMOVED FROM THE SITE AFTER NEW HYDRANTS ARE PUT INTO SERVICE. LATERAL HYDRANT PIPE TO BE CUT, CAPPED, AND GROUTED. CUTTING AND GROUTING OF ABANDONED WATERLINES WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN WORK. 10.IT IS THE INTENT OF THESE PLANS TO MINIMIZE OR ELIMINATE SERVICE DISRUPTION AS MUCH AS POSSIBLE. CONTRACTOR SHALL MAINTAIN WATER SERVICE THROUGHOUT CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE SERVICE INTERRUPTIONS WITH THE CITY OF RIFLE AND GARFIELD COUNTY AIRPORT PERSONNEL AND UNLESS DOCUMENTED RESPONSIBILITY IS TRANSFERRED TO THE CITY OF RIFLE, THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING AFFECTED USERS 48 HOURS PRIOR TO DISRUPTION. 11.INSTALLED SYSTEM COMPONENTS SHALL NOT BE CONSIDERED COMPLETED UNTIL NEW MAINS ARE TESTED AND ACCEPTED BY THE CITY OF RIFLE. 12.TRACER WIRE IS REQUIRED ON ALL WATER MAINS AND SERVICE LINES. PER STATE LAW, ON ALL NEW UNDERGROUND INSTALLATIONS, TRACER WIRE SHALL BE INSTALLED UP TO THE BUILDING BEING SERVED, OR THE END/TIE-IN OF THE NEW LINE TO EXISTING. 13.TRACER WIRE SHALL BE AT MINIMUM #10 SOLID COPPER WIRE COATED WITH 45-MIL POLYETHYLENE. 14.TRACER WIRE TEST STATIONS (MODEL GLENN 4) SHALL BE REQUIRED AT ALL FIRE HYDRANTS, AND AS OTHERWISE SPECIFIED ON THE PLANS. CONNECTION POINTS AT VALVES SHALL BE INSTALLED VIA A SMALL HOLE DRILLED IN THE TOP OF THE VALVE BOX. 15.WARNING TAPE: ABOVE ALL WATER MAINS INSTALL A 6-INCH WIDE DETECTABLE ALUMINUM FOIL PLASTIC BACKED TAPE INDICATING A BURIED WATER LINE AND PLACE 18-INCHES BELOW THE SURFACE. THE TAPE MUST BE BLUE IN COLOR AND BE MADE BY THORTEC OR APPROVED EQUAL WARNING TAPE SHALL BE INSTALLED ABOVE ALL NEW SERVICES AS WELL. 16.ALL WATER MAINS SHALL BE INSTALLED WITH A 4'-6" MINIMUM DEPTH OF COVER AND A 7' MAXIMUM DEPTH OF COVER PER THE CITY OF RIFLE. IF GRADE CONFLICTS OCCUR WITH EXISTING UTILITIES OR OTHER OBSTRUCTIONS, THE PROPOSED WATER MAIN GRADE CAN BE VARIED PROVIDED THE MINIMUM AND MAXIMUM DEPTHS OF COVER IS MAINTAINED. CONTACT ENGINEER FOR ANY GRADE CHANGES DEVIATING FROM THE PLAN MORE THAN 12-INCHES OR IF THE MINIMUM OR MAXIMUM COVER DEPTHS CAN NOT BE ACHIEVED. 17.ALL CONFLICTS WITH UTILITIES HAVE BEEN SHOWN TO THE BEST AVAILABLE INFORMATION ON THE PLANS. ON CONFLICTS WITH SEWER, 1.5-FOOT MINIMUM SEPARATION SHOULD BE MAINTAINED. AT ALL CROSSINGS 18.A FULL STICK OF WATER MAIN PIPE SHALL BE CENTERED AT THE CROSSING. IT IS PREFERRED FOR THE WATER TO GO ABOVE THE SEWER. INSTANCES WHERE THE DESIGN CAN NOT ACHIEVE 1.5-FEET OF SEPARATION, THE NEAREST JOINTS OF THE WATERLINE SHALL BE ENCASED IN CONCRETE OR INSTALLED THROUGH A PVC, STEEL, OR DUCTILE IRON CASING PIPE. SEE DETAILS. WATER VALVES AND APPURTENANCES: 1.GATE VALVES SHALL BE USED FOR VALVES 3-INCH THROUGH 12-INCH IN SIZE. THEY SHALL BE RATED FOR 250-PSI WORKING PRESSURE, 2-INCH NUT, RESILIENT SEAT, EPOXY COATED, MECHANICAL JOINT OR FLANGED, AS REQUIRED, NON-RISING VALVE STEM, OPEN LEFT, COUNTER-CLOCKWISE AND SHALL CONFORM TO AWWA C-509. 2.COMBINATION AIR VALVE: ALL COMBINATION AIR AND VACUUM RELEASE VALVES SHALL BE IN ACCORDANCE WITH AWWA C512 AND SHOP ASSEMBLED AND SHIPPED AS A COMPLETE UNIT READY FOR FIELD INSTALLATION. 3.VALVE BOXES AND EXTENSIONS: VALVE BOXES AND ALL VALVE BOX COMPONENTS INCLUDING LIDS AND RISERS SHALL BE TYLER PIPE OR EAST JORDAN IRON WORKS (EJIW). FOR VALVES LESS THAN 14-INCH THE BOXES SHALL BE SCREW TYPE 668S FOR SERIES 8550 AND FOR VALVES 14-INCH OR LARGER THE BOXES SHALL BE SCREW TYPE 668S FOR SERIES 8560. DUE TO CASTING DIFFERENCES, ALL PARTS MAY NOT BE INTERCHANGEABLE BETWEEN TYLER AND EJIW. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ASSURING COMPLIANCE BETWEEN ALL PARTS. HYDRANTS AND APPURTENANCES: 1.HYDRANTS: PER AWWA C 502; WITH 6-INCH MECHANICAL JOINT PIPE CONNECTION AUTOMATIC DRAIN FEATURE (DRIP VALVE), OPEN LEFT, 1-1/2 INCH PENTAGONAL OPERATING NUT, TWO 2-1/2 INCH NATIONAL STANDARD (NST) THREAD HOSE NOZZLES, AND A 4-1/2 INCH NST THREAD STEAMER NOZZLE, RED IN COLOR, WITH BURY DEPTH MATCHING MINIMUM COVER FOR MAIN LINE OR OTHER LENGTH IF PIPE IS NOT TYPICAL MINIMUM BURY. 2.ALL HYDRANTS SHALL HAVE MARKERS ATTACHED TO THE BACK OF HYDRANT ON THE FIRST FLANGE IMMEDIATELY ABOVE THE BURY LINE. WATER SERVICES (2-INCH AND LESS): 1.SERVICE LINES GREATER THAN 2-INCH SHALL BE CONSIDERED MAIN LINES FOR PURPOSES OF REQUIREMENTS AND SPECIFICATIONS. 2.ALL WATER SERVICES SHALL BE TYPE K COPPER OR PURE-CORE HDPE, AND NO SMALLER THAN 3/4-INCH. 3.TAPPING SADDLES SHALL BE DOUBLE STRAP AND COMPATIBLE WITH THE PIPE MATERIAL OF THE MAIN LINE. WRAP TAPPING SADDLES WITH POLYWRAP. 4.WATER SERVICE LINES SHALL BE INSTALLED WITH THE SAME MINIMUM COVER REQUIREMENT AS WATER MAINS. 5.ALL NEW WATER SERVICE LINES SHALL HAVE TRACER WIRE INSTALLED UP TO THE EDGE OF THE BUILDING BEING SERVED OR UNTIL THE END OF THE NEW LINE'S INSTALLATION. TRACER WIRE SHALL BE TERMINATED WITH AN APPROVED ACCESS POINT. 6.ALL NEW WATER SERVICES SHALL HAVE CORP STOPS INSTALLED WITH THE TAPPING SADDLE. 7.ALL KNOWN SERVICES WHICH TIE INTO THE EXISTING MAIN ARE SHOWN. ANY SERVICE WHICH IS NOT SHOWN BUT TIES INTO MAIN SHALL BE REPLACED AND TIED INTO NEW MAIN. MINIMUM SEPARATION FROM POLLUTION SOURCES: 1.PER CDPHE DESIGN CRITERIA, WATER MAINS SHALL BE SEPARATED FROM POLLUTION SOURCES. PARALLEL INSTALLATION OF SEWER MAINS WITH POTABLE, RECLAIM, AND IRRIGATION WATER SHALL BE ACCOMPLISHED IN A FASHION TO PRECLUDE CONTAMINATION OF THE WATER FACILITIES. 2.WATER MAINS SHALL BE LOCATED NO LESS THAN 10 FEET HORIZONTALLY AND 1.5 FEET VERTICALLY (ABOVE) FROM SEWER LINES. AS WELL, WATER MAINS SHALL BE NO LESS THAN 10 FEET FROM THE INSIDE EDGE OF MANHOLES. 3.SEWER MAINS SHALL BE LOCATED NO LESS THAN 4 FEET HORIZONTALLY FROM AND 1.5 FEET VERTICALLY (BELOW) RECLAIM/IRRIGATION WATER LINES. 4.IF THE SEWER MAIN CROSSES UNDER THE WATER MAIN BUT LESS THAN 1.5-FEET OF CLEAR SPACE WILL EXIST, THE SEWER MAIN SHALL BE INSTALLED IN A CASING PIPE EXTENDING NO LESS THAN 10 FEET ON EACH SIDE OF THE WATER MAIN CENTERLINE. THE CASING PIPE SHALL BE OF WATERTIGHT MATERIAL WITH NO JOINTS. THE CASING PIPE MATERIAL MAY BE STEEL, DUCTILE IRON, OR PVC WITH SUITABLE CARRIER PIPE SUPPORTS AND CASING PIPE END SEALS. 5.ALL CROSSINGS SHALL HAVE A FULL-LENGTH STICK (20 FEET) OF THE NEW PIPE CENTERED AT THE CROSSING. 6.ANY DEVIATIONS FROM THE ABOVE REQUIREMENTS MUST BE PROVIDED IN WRITING FROM THE CITY OF RIFLE STAFF. DISINFECTING, FLUSHING AND TESTING: 1.PERMANENT CONNECTIONS TO THE EXISTING SYSTEM SHALL NOT BE MADE UNTIL AUTHORIZED BY THE CITY OF RIFLE UTILITY DEPARTMENT. LOOPED PIPELINES SHALL BE CONNECTED ONLY AT ONE END PRIOR TO COMPLETION AND APPROVAL OF THE DISINFECTION TESTS. PERMANENT CONNECTIONS MUST BE CLEANED AND DISINFECTED PER THE CURRENT REVISION OF AWWA C651. 2.CONTRACTOR TO INSTALL SAMPLING POINTS, AIR-BLEEDING POINTS, AND TEMPORARY THRUST SUPPORT AS NEEDED TO TEST AND DISINFECT SYSTEM. THIS WORK WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE COST OF THE WATERLINE ITEM. 3.DISINFECT THE WORK IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OF THE CURRENT REVISION OF AWWA C651. IF CALCIUM HYPOCHLORITE TABLETS ARE USED THEY MUST BE ATTACHED TO THE TOP OF THE INSIDE OF THE PIPE WITH AN NSF 61 APPROVED ADHESIVE. DO NOT USE EXCESSIVE CHLORINE. CHLORINE IN EXCESS OF 50 MG/L AFTER 24 HOURS MAY BE GROUNDS FOR REJECTION OF THE WATER SYSTEM. FILLING OF THE WATER MAIN SHALL BE ACCOMPLISHED AT A WATER VELOCITY LESS THAN ONE FOOT/SECOND. AFTER 24 HOURS, THE ENGINEER SHALL TEST THE CHLORINE RESIDUAL. IF A MINIMUM RESIDUAL OF 10 MG/L IS NOT MET, THE DISINFECTING PROCEDURE SHALL BE REPEATED. 4.PRESSURE TESTING: AFTER CONCRETE THRUST BLOCKS HAVE CURED FOR A MINIMUM OF 48 HOURS, ALL NEWLY LAID PIPE OR ANY VALVED SECTION THEREOF SHALL BE SUBJECTED TO PRESSURE TESTING. UNLESS OTHERWISE SPECIFIED, THE TEST PRESSURE FOR ALL PIPES SHALL BE DOUBLE THE MAXIMUM OPERATING PRESSURE AT THE LOWEST ELEVATION OF THE TEST SECTION OR THE CLASS DESIGNATION OF THE PIPE PLUS 50 PSI, WHICHEVER IS LESS. THE MINIMUM TEST PRESSURE FOR WATER DISTRIBUTION LINES SHALL BE 150 PSI. TRENCHING AND BACKFILL: 1.THE MAXIMUM AMOUNT OF TRENCH OPEN AT ONE TIME SHALL BE LIMITED TO 100-FEET OR SUCH LENGTH AS THE ENGINEER CONSIDERS REASONABLE AND NECESSARY. NO TRENCH SHALL BE LEFT OPEN OVERNIGHT UNLESS SPECIFIED OTHERWISE IN THE SPECIAL PROVISIONS 2.ALL EXISTING UTILITY LINES AND WATERCOURSES ENCOUNTERED SHALL BE MAINTAINED AND PROVIDED FOR BY THE CONTRACTOR WITHOUT DAMAGE OR NUISANCE TO OTHER PARTIES. SHORING, BRACING, SHEETING, OTHER TRENCH SUPPORT METHODS, AND TRENCH BOXES SHALL BE USED WHEN NECESSARY TO PROTECT THE WORK, PROPERTY AND PERSONS. THE PROVISION, APPROPRIATENESS AND ADEQUACY OF ALL SUCH DEVICES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3.USE OF NATIVE MATERIAL FOR BEDDING AND SHADING IS NOT ALLOWED. BEDDING MATERIAL SHALL BE IMPORTED 3/4-INCH MINUS, CLASS 6 A.B.C. OR OTHER MATERIAL AS APPROVED BY THE CITY OF RIFLE AND ENGINEER. 4.BACKFILL MAY BE NATIVE MATERIAL IF THE MATERIAL MEETS THE COMPACTION AND DENSITY REQUIREMENTS. 5.COMPACTION AND DENSITY REQUIREMENTS FOR NATIVE BACKFILL: 5A. UNPAVED AREAS: BACKFILL MATERIALS SHALL BE PLACED IN LIFTS AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 698 (STANDARD PROCTOR TEST), OR 92% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557 (MODIFIED PROCTOR TEST). 5B. PAVED AREAS: PAVED AREAS (INCLUDING PAVED AND GRAVELED ROADWAYS, PAVED AND GRAVELED PARKING LOTS, SIDEWALKS, PAVED AND GRAVELED TRAILS, CURB AND GUTTERS, AND ALL AREAS UNDER PAVED STRUCTURES OF ANY KIND): BACKFILL MATERIALS SHALL BE PLACED IN 6-12” LIFTS AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 698 OR 92 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557 (MODIFIED PROCTOR TEST). IN INSTANCES WHERE A TRENCH CROSSES A PAVED PUBLIC STREET, THE UPPER 12-INCHES THAT LIE BELOW THE PAVEMENT SHALL BE BACKFILLED WITH FLOW FILL. IN ALL OTHER INSTANCES WHERE A TRENCH IS LOCATED UNDER A PAVED AREA, THE UPPER 12-INCHES OF THE BACKFILL ZONE THAT LIES BELOW ROAD BASE OR SUBBASE MATERIAL SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557, OR 98 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 698. BASE COURSE MATERIALS SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. TRENCHES UNDER PAVED AREAS SHALL, IN GENERAL, BE BACKFILLED WITH IMPORTED MATERIAL. NATIVE BACKFILL MAY BE USED IN THESE AREAS ONLY WITH PRIOR, WRITTEN AUTHORIZATION FROM THE UTILITY DEPARTMENT. UTILITY DEPARTMENT AUTHORIZATION REQUIRES A SUBMITTAL FROM THE GEOTECHNICAL ENGINEER THAT DESCRIBES AND CLASSIFIES THE NATIVE MATERIAL AND A STATEMENT THAT THE MATERIAL IS SATISFACTORY FOR BACKFILLING UNDER PAVED AREAS. 6.DEWATERING: THE CONTRACTOR SHALL PROVIDE ALL NECESSARY DEWATERING EQUIPMENT AND PROCEDURES NECESSARY FOR EXCLUDING AND REMOVING WATER FROM TRENCHES AND OTHER PARTS OF THE WORK. THE TRENCH SHALL BE MAINTAINED DRY SO THAT THE WORK MAY BE COMPLETED EFFICIENTLY, AND PIPES CAN BE LAID, JOINED, BEDDED, INSPECTED AND BACKFILLED IN DEWATERED CONDITIONS. THE PIPE BEING INSTALLED SHALL NOT BE USED TO DEWATER THE TRENCH. NO WATER SHALL BE ALLOWED TO FLOW OVER OR RISE UPON FRESH CONCRETE OR MORTAR, AND NO WATER SHALL BE ALLOWED TO ENTER THE INSTALLED PIPE. COLORADO REVISED STATUTES (CRS) 2018 TITLE 9-1.5-102 SUBSURFACE UTILITY ENGINEERING (SUE) REQUIRED PROJECT COMPLIANCE CHECKLIST 1 9-1.5-1 02-6.8.A PROJECT INVOLVES CONSTRUCTION CONTRACT WITH A PUBLIC ENTITY YES NO 2 9-1.5-1 02-6.8.B PROJECT INVOLVES PRIMARILY HORIZONTAL CONSTRUCTION AND DOES NOT INVOLVE PRIMARILY THE CONSTRUCTION OF BUILDINGS YES NO 3A 9-1.5-1 02-6.8.C .I.A EXCAVATION FOOTPRINT EXCEEDS 2-FEET DEPTH AND IS A CONTIGUOUS 1,000-SQUARE FEET; OR YES NO 3B 9-1.5-1 02-6.8.C .I.B INVOLVES UTILITY BORING YES NO 4 9-1.5-1 02-6.8.D PROJECT REQUIRES THE DESIGN SERVICES OF A LICENSED PROFESSIONAL ENGINEER (P.E.)YES NO SUMMARY 9-1.5-1 03-2.4 REQUIRED TO MEET OR EXCEED THE ASCE 38 STANDARD AND CO SUE LAW?YES NO X X X X X X SANITARY SEWER: 1.REFER TO THE STANDARDS AND SPECIFICATIONS FOR THE CITY OF RIFLE FOR THE FULL REQUIREMENTS FOR SANITARY MAINS. 2.SANITARY MAINS SHALL BE INSTALLED WITH A STRAIGHT ALIGNMENT FROM MANHOLE TO MANHOLE UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE PLANS. 3.THE PLAN VIEW STATIONING IS FROM CENTER OF MANHOLE TO CENTER OF MANHOLE OR STRUCTURES. THE LABELED PLAN AND PROFILE DISTANCE AND SLOPE REPRESENTS PIPE LENGTH FROM INVERT OUT TO INVERT IN OF THE PIPE SEGMENTS BETWEEN MANHOLES OR STRUCTURES. 4.MAINTAIN A MINIMUM OF 10' HORIZONTAL SEPARATION BETWEEN WATER AND SANITARY SEWER MAINS AND SERVICES (MEASURED OUTSIDE OF PIPE TO OUTSIDE OF PIPE). MAINTAIN A MINIMUM OF 18" VERTICAL SEPARATION BETWEEN SANITARY SEWER AND WATER CROSSINGS (MEASURED OUTSIDE OF PIPE TO OUTSIDE OF PIPE). 5.SANITARY SEWER MAINS SHALL CONFORM TO ASTM D 3034, BE GASKETED SDR 35 PVC UNLESS OTHERWISE SPECIFIED ON THE PLANS. 6.MANHOLES SHALL BE SIZED AS SHOWN ON THE PLANS, AND NO SMALLER THAN 48” IN DIAMETER. 7.MANHOLE GRADE ADJUSTMENT RINGS SHALL BE USED TO BRING THE MANHOLE COVER TO THE CORRECT ELEVATION. RINGS SHALL BE FURNISHED IN HEIGHTS TO ALLOW FOR TWO-INCH ADJUSTMENTS. RINGS SHALL BE GROUTED IN PLACE. 8.IN PAVED AREAS: MANHOLE FRAMES AND LIDS SHALL BE INSTALLED TO MATCH THE SLOPE OF THE PAVED AREAS BY SHIMMING THE GRADE RINGS WITH MORTAR. A TWO-INCH ADJUSTING RING IS REQUIRED BETWEEN THE FRAME AND LID IN ALL PAVED AREAS. LID SHALL BE SET FROM 1/4 INCH TO 1/2 INCH BELOW THE PAVEMENT SURFACE. 9.IN GRAVEL AREAS: MANHOLE FRAMES AND LIDS SHALL BE INSTALLED PLUMB AND LEVEL, SET 2 TO 4 INCHES BELOW THE GRAVEL SURFACE. 10.SERVICE CONNECTIONS TO NEW MAINS SHALL BE MADE WITH FULL-BODIED WYES THAT MEET THE SAME SPECIFICATIONS AS THE SANITARY SEWER MAIN. 11.THE MINIMUM SLOPE FOR A NEW SANITARY SERVICE LINE SHALL BE 0.5%. 12.SEWER CLEANOUT STRUCTURES SHALL BE INSTALLED AT LOCATIONS SHOWN ON THE DRAWINGS. IF NOT SHOWN ON DRAWINGS, CLEANOUTS SHALL BE INSTALLED IN INTERVALS NOT TO EXCEED 100 FT IN STRAIGHT RUNS AND AT EACH CHANGE IN DIRECTION OF 45 DEGREES OR GREATER. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - C o v e r . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 3 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Cover KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 3 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Utility General Notes Va n t a g e A v i a t i o n Title: 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 @ AT °DEGREE ∅DIAMETER #NUMBER AAC ALUMINUM ARCH CULVERT AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS ABC AGGREGATE BASE COURSE ABUT ABUTMENT ACM ASBESTOS CONTAINING MATERIAL ACP ASBESTOS CEMENT PIPE ADA AMERICANS W/ DISABILITIES ACT ADT AVERAGE DAILY TRIPS ALT ALTERNATE AP ANGLE POINT APWA AMERICAN PUBLIC WORKS ASSOCIATION AS ASPHALT ASD ALLOWABLE STRESS DESIGN ASPH ASPHALT ATB ASPHALT TREATED BASE BBL BARRELS BCKF BACK FACING BLKF BLOCK FACING BLM BUREAU OF LAND MANAGEMENT BM BENCHMARK BMP BEST MANAGEMENT PRACTICES BOW BACK OF SIDEWALK BP BEGIN PROJECT, BEGINNING POINT BT BEGIN TRANSITION BVCE BEGINNING VERTICAL CURVE ELEVATION BVCS BEGINNING VERTICAL CURVE STATION BW BOTTOM OF WALL C CURB CBC CONCRETE BOX CULVERT CC CURB CUT CDOT COLORADO DEPARTMENT OF TRANSPORTATION CDPHE COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT CF CUBIC FEET CFS CUBIC FEET PER SECOND CG CURB AND GUTTER CIP CAST IN PLACE CL CENTERLINE CLOMR CONDITIONAL LETTER OF MAP REVISION CMP CORRUGATED METAL PIPE CMU CONCRETE MASONRY UNIT CO CONCRETE COM COMMUNICATIONS CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS COR CORNER CPE CORRUGATED POLYETHYLENE PIPE CSP CORRUGATED STEEL PIPE CTB CEMENT TREATED BASE CU CUBIC CY CUBIC YARD D DEEP DB DECIBELS DEG DEGREES DHV DESIGN HOUR VOLUME DIA DIAMETER DIP DUCTILE IRON PIPE DOW DIVISION OF WILDLIFE DR DRAIN DTM DIGITAL TERRAIN MODEL DW DRIVEWAY DWG DRAWING E EASTING EA EACH EB EAST BOUND EG EXISTING GRADE EL ELEVATION ELEV ELEVATION EOA EDGE OF ASPHALT EOD EDGE OF DRIVEWAY EOC EDGE OF CONCRETE EOG EDGE OF GRAVEL EOM EDGE OF MILLINGS EOP EDGE OF PAVEMENT EP END PROJECT, END POINT EPA ENVIRONMENTAL PROTECTION AGENCY ES ELECTRIC SERVICE ESMT EASEMENT EST ESTIMATE EVCE END VERTICAL CURVE ELEVATION EVCS END VERTICAL CURVE STATION EX EXISTING EXIST EXISTING EXT EXTERIOR FAA FEDERAL AVIATION ADMINISTRATION FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY FES FLARED END SECTION FF FINISHED FLOOR FG FINISHED GRADE FH FIRE HYDRANT FHWA FEDERAL HIGHWAY ADMINISTRATION FL FLOWLINE FOW FACE OF WALL FPS FEET PER SECOND FRTF FRONT FACE FT FEET G GAS GAL GALLONS GALV GALVANIZED GB GRADE BREAK GIS GEOGRAPHICAL INFORMATION SYSTEM GPM GALLONS PER MINUTE GPS GLOBAL POSITIONING SYSTEM GR GRAVEL GRAV GRAVEL GS GAS SERVICE GSP GALVANIZED STEEL PIPE GV GATE VALVE HAZMAT HAZARDOUS MATERIALS HC HANDICAP RAMP HCL HORIZONTAL CONTROL LINE HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIXED ASPHALT HORIZ HORIZONTAL HOV HIGH OCCUPANCY VEHICLE HP HIGH POINT HPG HIGH PRESSURE GAS HWY HIGHWAY HYD HYDRANT ID INSIDE DIAMETER INT INTERSECTION INV INVERT IP INLET PROTECTION JB JUNCTION BOX KIP THOUSAND POUNDS KW KILOWATT L LEFT LGTH LENGTH LB POUNDS LB/FT POUNDS PER FOOT LEED LEADERSHIP IN ENERGY AND ENVIRONMENTAL DESIGN LF LINEAR FOOT LOMR LETTER OF MAP REVISION LPFM LOW PRESSURE FORCE MAIN LP LOW POINT LS LUMP SUM LSA LANDSCAPED AREA LT LIGHT POLE LTB LIME TREATED BASE LUM LUMINARY M METERS MAT'L MATERIAL MAX MAXIMUM MH MANHOLE MHT METHOD OF HANDLING TRAFFIC MIN MINIMUM MISC MISCELLANEOUS ML MEGALUG MLW MASONRY LANDSCAPE WALL MP MILE POST MPH MILES PER HOUR MSE MECHANICALLY STABILIZE EARTH MUTCD MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES MW MONITORING WELL N NORTHING N/A NOT APPLICABLE NAT NATIVE GRASS AREA NAVD NORTH AMERICAN VERTICAL DATUM NB NORTH BOUND NE NORTHEAST NEPA NATIONAL ENVIRONMENTAL POLICY ACT NFPA NATIONAL FIRE PROTECTION ASSOCIATION NGVD NATIONAL GEODETIC VERTICAL DATUM 1929 NHS NATIONAL HIGHWAY SYSTEM NIP NAIL IN PLACE NO NUMBER NPDES NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM NTP NOTICE TO PROCEED NTS NOT TO SCALE NW NORTHWEST O/S OFFSET OC ON CENTER OD OUTSIDE DIAMETER OH OVERHEAD OP OUTLET PROTECTION OT OVERHEAD TELEPHONE PC POINT OF CURVATURE PCC POINT OF COMPOUND CURVATURE PED PEDESTRIAN PERM PERMANENT PG PAGE PGL PROFILE GRADE LINE PI POINT OF INTERSECTION PL PROPERTY LINE PM PROJECT MANAGER PNT POINT POC POINT ON CURVE POT POINT ON TANGENT PRC POINT OF REVERSE CURVE PROP PROPOSED PRV PRESSURE REDUCING VALVE PSF POUNDS PER SQUARE FEET PSI POUNDS PER SQUARE INCH PT POINT OF TANGENCY PUD PLANNED UNIT DEVELOPMENT PVC POLYVINYL CHLORIDE PVI POINT OF VERTICAL INTERSECTION PVMT PAVEMENT PVT POINT OF VERTICAL TANGENCY Q PEAK DISCHARGE QA/QC QUALITY ASSURANCE/QUALITY CONTROL QTY QUANTITY R RIGHT R-R REMOVE AND REPLACE RAD RADIUS RCP REINFORCED CONCRETE PIPE REF REFERENCE REQ REQUIRED REVEG REVEGETATE RFTA ROARING FORK TRANSIT AUTHORITY ROW RIGHT OF WAY RP RADIUS POINT RSS REINFORCED SOIL SLOPE RW RETAINING WALL SAC STEEL ARCH CULVERT SAN SANITARY SB SOUTH BOUND SCF SEDIMENT CONTROL FENCE SD STORM DRAIN SDR STANDARD DIMENSION RATIO SE SOUTHEAST SECT SECTION SF SQUARE FEET SHLDR SHOULDER SL SANITARY SEWER LINE SMH SANITARY SEWER MANHOLE SOD GRASS AREA SS SANITARY SEWER SERVICE SSD STOPPING SIGHT DISTANCE STA STATION STBK SETBACK SW SIDEWALK SY SQUARE YARDS SYM SYMMETRICAL T TREAD STAIRS TAN TANGENT TBC TOP BACK OF CURB TBLK THRUST BLOCK TC TOP OF CURB TCE TEMPORARY CONSTRUCTION EASEMENT TCP TRAFFIC CONTROL PLAN TELE TELEPHONE TEMP TEMPORARY TP TOP OF PIPE TRANS TRANSITION TRFLG TRAFFIC FLANGE OF FIRE HYDRANT TW TOP OF WALL TYP TYPICAL UCTV UNDERGROUND CABLE TELEVISION LINE UE UNDERGROUND ELECTRIC LINE UG UNDERGROUND GAS LINE USACE US ARMY CORPS OF ENGINEERS USGS US GEOLOGICAL SURVEY UT UNDERGROUND TELEPHONE LINE VC VERTICAL CURVE VCP VITRIFIED CLAY PIPE VP VALLEY PAN VTC VEHICLE TRACKING CONTROL W WIDE W/WITH WB WEST BOUND WL WATER LINE WQCD WATER QUALITY CONTROL DIVISION WS WATER SERVICE WWM WELDED WIRE MESH X-S CROSS SLOPE YD YARD OVERHEAD TELEPHONE LINE UNDERGROUND TELEPHONE LINE LOW PRESSURE GAS LINE HIGH PRESSURE GAS LINE UNDERGROUND CABLE TELEVISION LINE OVERHEAD CABLE TELEVISION LINE UNDERGROUND ELECTRICAL LINE OVERHEAD ELECTRICAL LINE STORM DRAIN LINE WATER LINE WATER SERVICE LINE SANITARY SEWER LINE SANITARY SEWER SERVICE LINE FIBER OPTIC LINE IRRIGATION LINE DRAINAGE SWALE FLOWLINE BARBED-WIRE FENCE LINE CHAIN LINK FENCE SILT FENCE CULVERT & FES EDGE OF ASPHALT EDGE OF CONCRETE EDGE OF WATER CENTERLINE ROCK WALL CONTOURS RIGHT-OF-WAY VEGETATION LIMITS OF DISTURBED AREA RAILROAD TRACKS TOP OF CUT TOP OF FILL EASEMENT ACTIVITY ENVELOPE EXISTING PROPOSED DESCRIPTION ASPHALT MILLING ASPHALT CONCRETE SURFACING (PLAN VIEW) GRAVEL SURFACING RIPRAP/RIVER ROCK RE-ESTABLISH NATIVE VEGETATION WOOD DECK FLAGSTONE UNDISTURBED SOIL RECOMPACTED SOIL EXISTING PROPOSED DESCRIPTION HATCHING SB DECIDUOUS TREE CONIFEROUS TREE MONUMENT MARKER CONTROL POINT MARKERS (CATV, ELEC, FIBER) (TELE, TRAFFIC, UNKNOWN) PEDESTALS (CATV, ELEC, FIBER) (TELE, TRAFFIC, UNKNOWN) MANHOLES (DRAINAGE, ELEC, FIBER, IRRIGATION, SANITARY, TELEPHONE, UNKNOWN, WATER) VAULTS/HANDHOLES (CATV, ELEC, FIBER, TELE, TRAFFIC, UNKNOWN) ELECTRIC TRANSFORMER GAS VALVE SANITARY VALVE IRRIGATION CONTROL VALVE WATER VALVE WATER SHUTOFF VALVE FIRE HYDRANT VENTS(GAS,WATER,SEWER,MISC.) METERS (GAS, ELECTRIC, WATER) GAS WELL MONITORING WELL WATER WELL CLEAN-OUT PROPANE TANK (ABOVE GROUND) PROPANE TANK (UNDERGROUND) HEATING/AIR CONDITIONING UNIT WATER SPIGOT IRRIGATION CONTROL BOX IRRIGATION HEADGATE IRRIGATION SPRINKLER HEAD PVC PIPE FLAG POLE UTILITY POLE GUY WIRE STREET LIGHT POLE TRAFFIC LIGHT POLE FLOOD LIGHT SIGN MAILBOX BOLLARD SOIL BORING LOCATION TEST PIT LOCATION LARGE ROCK/BOULDER "T" POST SATELLITE DISH TRANSITION FROM SPILL TO CATCH GUTTER MINIMUM 4" TOP SOIL OR SPECIFIED ALTERNATIVE CHANGE IN SUE LEVEL UTILITY POTHOLE LOCATION MB EXISTING PROPOSED DESCRIPTION MB TP R HV AC T HV AC T C FO TR U E U WT D S E FO IR C WEFOGSTU EC FO TRT U GV ICV SV GV OSW ET ET G M W GM EM WM G W S P P GM EM WM T C FO TR U E EC FO TRT U G W S G M W SV ICV OSW H Y D ICB CO SPR ICB SPR P P CO H Y D LINETYPES SYMBOLS LEGEND ABBREVIATIONS CABLE (EXAMPLE) SUE UTILITY LINE TYPES WITH "QUALITY LEVELS" UTILITY ABBR. (C=CABLE TV) DESIGNATED QUALITY LEVEL (B, C, OR D) DASHED LINES INDICATE "EXISTING" CABLE COMMUNICATION TELEPHONE FIBER OPTIC TRAFFIC COMMUNCATION ELECTRIC ELECTRIC TRANSMISSION GAS HIGH PRESSURE GAS COMPRESSED AIR SANITARY SEWER DRAIN LINE (STORM SEWER) WATER IRRIGATION NON-POTABLE WATER UNKNOWN UTILITY i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - C o v e r . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 3 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Cover KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 4 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Legend & Abbreviations Va n t a g e A v i a t i o n Title: 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 CO E CO S S S S Invert Elevation 5522.1' (4) 2" PVC Pipes in Pile (2) 2" PVC Pipe 1' Above Ground 2" PVC Pipe Broken Ro c k s Concret e P a d Taxis N Sign on Concrete Concrete Flared End Section E Concrete Flared End Section E Water Utility? 24" RCP Invert Elevation 5541.9' CONCRETE FLARED END SECTION 24"' RCP Invert Elevation 5542.0' Ro c k s Irrigation Control Concrete G r a v e l 2-Track E E MH MH ET ET W WW WW SS S S 103825539.86EOM /PAINTEDTINYELLOW 120005539.03PKNAIL 102535534.29RIPRAP 102545532.33RIPRAP 102555533.91RIPRAP102565534.50RIPRAP 102575535.98RIPRAP 102585537.09RIPRAP 102595537.10RIPRAP 102605537.17RIPRAP 102615537.12RIPRAP 102625537.00RIPRAP 102635535.50RIPRAP 102645534.91RIPRAP 106055542.37SH 24" RCP with FES Invert Elevation 5536.6 24" RCP with FES Invert Elevation 5537.7' Storm Grate Rim Elevation = 5537.8' (North) Invert Out 30" RCP=5533.4 (South) Invert In 30" RCP = 5533.4 (West) Invert In 16" HDPE=5533.6 Storm Grate Rim Elevation = 5537.1' Sump Elevation = 5534.2' Storm Grate Rim Elevation = 5539.5' Sump Elevation = 5535.9' Concrete Pan 5537.8' 30" RCP Apparent Sewer 90° (Asphalt Cut Out. No Clean out or Manhole) Sewer Manhole Rim Elevation 5539.96' (West) 8" PVC Invert in = 5531.9' (East) 8" PVC Invert Out 5531.8' (Norhwest) 8" PVC Sweep In =5532.0 Apparent Water Tie in (Asphalt Cut Out) Sewer Manhole Rim Elevation 5541.33' (East) 8" PVC Invert In = 5526.9' (North) 8" PVC Invert In 5526.75' (South) 8" PVC Invert Out 5526.65' Sewer Manhole Rim Elevation 5544.0' (East) 8" PVC Invert In = 5528.75' (West) 8" PVC Invert Out 5528.65' (South) 8" PVC Invert In 5228.75' Sewer Locates end here. No Evidence of a Sewer Manhole Found 12" PVC Invert 5540.9'12" PVC Invert 5543.0' 12" PVC Invert 5542.4' Water Manhole Rim = 5548.2' Top of 12" PVC Pipe Elevation = 5543.4+/- Sewer Manhole Rim Elevation 5547.36' (West) 8" PVC Invert Out = 5532.01' (East) 8" PVC Invert In 5532.11' (South) 8" PVC Sweep In =5532.11' Rip Rap Top Nut = 5537.7' Top Nut = 5537.4' Top Nut = 5536.9' Top Nut = 5536.7' Top Nut = 5537.6' Top Nut = 5535.3' Top Nut = 5534.3' Top Nut = 5531.7' Top Nut = 5531.5' Top Nut = 5530.9' Top Nut = 5533.8' Top Nut = 5533.3' Top Nut = 5533.8' Top Nut = 5533.8' Top Nut = 5538.5' Top Nut = 5539.3' Top Nut = 5542.0' Top Nut = 5542.3' Top Nut = 5538.7' Top Nut = 5537.8' Concrete Pad S CONTRACTOR TO UNCOVER EXISTING MANHOLE RIM AND VERIFY ELEVATIONS PRIOR TO INSTALLATION OF SEWER INFRASTRUCTURE RIM EL=5537.2 INV. IN=5532.2 INV. OUT=5532.0 Lease Parcel 10FL A-2 157,658 sq. ft. A-6 59,846 sq. ft. A-5 94,752 sq. ft. Proposed TaxiwayProposed Taxiway B4DA 62,356 sq. ft. A-8 47,872 sq. ft. Lease Parcel A-3 B4DA A-1 84,736 sq. ft. Temporary Construction Fence Ta x i l a n e B - 4 Graphic Scale In Feet: 1" = 40' 0 20 40 80 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - E x i s t i n g C o n d i t i o n s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 3 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Existing Conditions KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 5 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Existing Conditions Va n t a g e A v i a t i o n Title: 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 CO E CO S S S E E DEMO 6,408 SF OF ASPHALT ROAD DEMO 1,213 SF OF ROCK COVER DEMO 17,558 SF OF GRAVEL ROAD DEMO 901 SF OF 12" CONCRETE HELIPAD DEMO 5,973 SF OF ROCK COVER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 3536 37 38 39 40 41 42 43 44 45 46 47 POINT TABLE POINT # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 NORTHING 1622983.60 1623002.51 1623028.90 1623096.34 1623384.67 1623384.09 1623097.26 1623031.19 1622996.19 1622979.48 1623468.03 1623531.80 1623570.01 1623626.37 1623638.54 1623643.65 1623662.48 1623664.42 1623677.53 1623670.14 1623698.94 1623703.27 1623712.38 1623709.60 1623732.10 1623723.69 1623640.42 1623612.17 1623591.21 1623546.76 1623473.48 1623676.18 1623705.15 1623632.60 1623595.87 1623595.47 1623612.38 1623645.59 1623665.77 1623718.82 1623741.39 1623734.75 1623711.64 1623608.98 1623626.91 1623685.15 1623705.07 EASTING 2375334.14 2375335.37 2375363.57 2375366.36 2375364.29 2375376.98 2375380.32 2375384.31 2375403.14 2375402.19 2375356.18 2375325.31 2375265.61 2375210.62 2375193.43 2375161.94 2375165.63 2375157.59 2375162.08 2375202.26 2375209.74 2375196.22 2375198.92 2375222.58 2375244.38 2375293.51 2375289.77 2375281.14 2375285.59 2375338.77 2375376.07 2375172.56 2375179.88 2375201.42 2375210.46 2375159.71 2375125.73 2375124.81 2375131.74 2375159.21 2375184.41 2375217.58 2375213.85 2375248.18 2375236.39 2375245.03 2375259.41 DESCRIPTION EOA EOA EOA EOA EOA EOA EOA EOA EOA EOA EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOG EOC EOC ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER ROCK COVER CONTROL POINT TABLE POINT #NORTHING EASTING ELEVATION DESCRIPTION 1 1623904.072375453.28 5540.37 RIL-F NGS 2 1623832.762369953.12 5475.76 RIL-H DEMO 278 LF OF WATER LINE, 1 FH, AND 2 VALVES REF: A5-6 WATER MAIN PLAN DEMO 17.4 LF OF WATER LINE, 1 FH, AND 1 VALVES REF: A5-6 UTILITY PLAN LOT A7 LOT A6 LOT A5 LOT A2 TA X I L A N E B 4 Graphic Scale In Feet: 1" = 40' 0 20 40 80 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e m o P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 3 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Demo Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 6 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Demo Plan Va n t a g e A v i a t i o n Title: 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 CO CO CO CO CO CO CO MATCHLINE E ET CO CO CO CO CO CO MATCHLINE Graphic Scale In Feet: 1" = 30' 0 15 30 60 Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Site Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 7 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Site Plan Va n t a g e A v i a t i o n Title: 05/13/25 CO CO CO CO CO CO CO MATCHLINE E ET CO CO CO CO CO CO MATCHLINE Graphic Scale In Feet: 1" = 30' 0 15 30 60 Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Site Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 8 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Horizontal Layout Plan Va n t a g e A v i a t i o n Title: 05/13/25 CO VANTAGE AVIATION A5-6 HANGAR TA X I W A Y B - 4 100.00' 10 0 . 0 0 ' 10 0 . 0 0 ' 20 . 0 0 ' 20.00' A5-6 HANGAR CONCRETE APRON 10" THICK CONCRETE SLAB SINGLE MAT OF #5 BARS @ 10" O.C. EACH WAY PER DETAIL 1/9. SLAB SHALL BEAR ON 4" OF CDOT CLASS 6 BASE COURSE OVER 12" OF CDOT CLASS 4 SUBBASE AGGREGATES. THICKEN SLAB AT EDGES PER DETAILS 5/9, 6/9, 7/9 TO 18" THICKNESS. SLAB ELEVATION, GRADING, AND UNDERSLAB DRAINAGE PER CIVIL GRADING AND DRAINAGE PLAN. CONTRACTION OR CONTROL JOINT, TYP EXPANSION JOINTS, TYP INSTALL CONTROL AND/OR CONTRACTION JOINTS PER DETAIL 1/9 AT MAXIMUM SPACING OF 20'-0" IN ANY DIRECTION. INSTALL PER JOINT LAYOUT SHOWN ON PLANS. INSTALL EXPANSION JOINTS AT A MAXIMUM SPACING OF 100'-0" IN EITHER DIRECTION. IF ALTERNATE PLAN IS DESIRED, SUBMIT TO ENGINEER FOR APPROVAL PRIOR TO INSTALLING. EXPANSION JOINT SEQUENCING TO BEGIN AT EDGE OF DE-ICING PAD EXPANSION JOINT SEQUENCING TO BEGIN AT EDGE OF DE-ICING PAD 5 9 4 9 7 9 6 9 6 9 7 9 4 9 4 9 TYP CONCRETE APRON SLAB N.T.S 5 9 TYP CONCRETE APRON SLAB @ EXISTING TAXIWAY N.T.S 7 9 TYP CONCRETE APRON SLAB @ HANGAR N.T.S 6 9 TYP CONCRETE APRON SLAB EDGE N.T.S ADJACENT NATIVE SOIL, GRADE PER CIVIL PLAN THICKENED CAST-IN-PLACE CONCRETE PAVEMENT SLAB W/ REINFORCEMENT AND SUBBASE PREP PER 1/9. CENTERED REINFORCEMENT IN THICKENED SECTION AS SHOWN, TYP.SL A B T H I C K N E S S " T " P E R P L A N 28 " F R O S T Z O N E OF E X C A V A T I O N 9'-0" MINIMUM T X 1 . 5 18'-O" MINIMUM SL A B T H I C K N E S S " T " P E R P L A N 28 " F R O S T Z O N E OF E X C A V A T I O N 9'-0" MINIMUM T X 1 . 5 18'-O" MINIMUM NEW HANGAR STEM WALL, RE: ARCH THICKENED CAST-IN-PLACE CONCRETE PAVEMENT SLAB W/ REINFORCEMENT AND SUBBASE PREP PER 1/9. CENTERED REINFORCEMENT IN THICKENED SECTION AS SHOWN, TYP. 1/2" EXPANSION JOINT W/ SEALANT. SEALANT MAY BE FIELD POURED W/ BACKER ROD OR PREFORMED. REF: MNFR REQUIRMENTS FOR DEPTH OF AN WIDTH OF SEALANT SECTION. SL A B T H I C K N E S S " T " P E R P L A N 28 " F R O S T Z O N E OF E X C A V A T I O N 9'-0" MINIMUM T X 1 . 5 18'-O" MINIMUM EXISTING TAXIWAY PAVEMENT AND BASE COURSE THICKENED CAST-IN-PLACE CONCRETE PAVEMENT SLAB W/ REINFORCEMENT AND SUBBASE PREP PER 1/9. CENTERED REINFORCEMENT IN THICKENED SECTION AS SHOWN, TYP. 1/2" EXPANSION JOINT W/ SEALANT. SEALANT MAY BE FIELD POURED W/ BACKER ROD OR PREFORMED. REF: MNFR REQUIRMENTS FOR DEPTH OF AN WIDTH OF SEALANT SECTION. SL A B T H I C K N E S S " T " P E R P L A N 28 " F R O S T Z O N E OF E X C A V A T I O N T/ 4 + 1 - 1 / 2 " 10" MINIMUM THICK CAST- IN-PLACE CONCRETE PAVEMENT SLAB W/ #5 BARDS AS SHOWN @ SPACING INDICATED ON PLAN 4" OF CDOT CLASS 6 BASE COURSE CDOT CLASS 4 SUBBASE AGGREGATES T T/ 4 JOINT SEALANT SMOOTH GREASED ROUND DOWELS PLACED IN CENTER OF SLAB, SEE ROUND DOWEL SCHEDULE FOR SIZE & SPACING SLAB REINFORCEMENT (EPOXY COATED) AND SPACING PER PLAN CONSTRUCTION JOINT ·SUBMIT CONSTRUCTION JOINT LOCATIONS TO ENGINEER FOR APPROVAL ·STOP EPOXY COATED REINFORCEMENT AT CONSTRUCTION JOINT ·SEE DRAWINGS FOR SLAB REINFORCEMENT SIZE & SPACING ·JOINT SEALANT MAY BE FIELD POURED W/ BACKER ROD OR PREFORMED. SLAB REINFORCEMENT (EPOXY COATED) AND SPACING PER PLAN SAW CUT FRESH CONCRETE IN ACCORDANCE WITH ACI 302.1 ACI 360 RECOMMENDATIONS. PROVIDE JOINT SEALANT. CONTROL JOINT ·SUBMIT CONSTRUCTION JOINT LOCATIONS TO ENGINEER FOR APPROVAL ·SEE DRAWINGS FOR SLAB REINFORCEMENT SIZE & SPACING ·JOINT SEALANT MAY BE FIELD POURED W/ BACKER ROD OR PREFORMED. 1/2" EXPANSION JOINT W/ SEALANT SMOOTH GREASED ROUND DOWELS PLACED IN CENTER OF SLAB, SEE ROUND DOWEL SCHEDULE FOR SIZE & SPACING SLAB REINFORCEMENT (EPOXY COATED) AND SPACING PER PLAN EXPANSION JOINT ·SUBMIT CONSTRUCTION JOINT LOCATIONS TO ENGINEER FOR APPROVAL ·STOP REINFORCEMENT AT EXPANSION JOINT ·SEE DRAWINGS FOR SLAB REINFORCEMENT SIZE & SPACING ·JOINT SEALANT MAY BE FIELD POURED W/ BACKER ROD OR PREFORMED. 1 9 CONCRETE JOINT DETAILS N.T.S 2 9 REINFORCING LAP SPLICE N.T.S 3 9 MAX REINFORCING OFFSET BEND N.T.S MIN LAP LENGTH CTR TO CTR SPACING OR SPLICED BARS NOT TO EXCEED 1/5 MIN LAP LENGTH OR 6" WHICHEVER IS LESS 6 1 ROUND DOWEL SCHEDULE T (INCHES)SIZE LENGTH (INCHES) SPACING (INCHES) 10 1" DIA.18 12 12 1" DIA.18 12 CONSTRUCTION JOINT DOWELS ARE BASED ON THE PORTLAND CEMENT ASSOCIATION PUBLICATION "CONCRETE FLOORS ON GROUND", THE ACI MANUAL OF CONCRETE PRACTICE, AND FAA PUBLICATION "AIRPORT PAVEMENT DESIGN AND EVALUATION" RECOMMENDED CONTROL JOINT SPACING T (INCHES) MAX. AGGREGATE SIZE LESS THAN 3 4" MAX. AGGREGATE SIZE 3 4" OR LARGER 10 20'-O"20'-O" 12 20'-O"20'-O" EPOXY COATED REINFORCEMENT EPOXY COATED REINFORCEMENT EPOXY COATED REINFORCEMENT EPOXY COATED REINFORCEMENT Graphic Scale In Feet: 1" = 30' 0 15 30 60 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - J o i n t i n g P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Jointing Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 9 Of : Pr o j e c t M i l e s t o n e : 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Jointing Plan Va n t a g e A v i a t i o n Title: 05/13/25 CO 38. 0 4 38. 3 0 38. 1 9 37. 9 037. 9 2 38. 1 8 37. 8 2 37. 9 2 37. 6 8 37. 8 0 37. 7 2 37. 6 2 37. 7 0 37. 5 8 37. 9 0 38. 0 1 38. 1 0 38. 4 7 38. 5 7 38. 4 8 38. 3 9 38. 3 0 38. 2 1 38. 1 0 38. 0 9 37. 7 9 37. 7 7 37. 4 4 37.39 LP 37. 4 7 38. 4 2 38. 5 1 38. 6 0 38. 6 8 38. 9 8 38. 9 0 38. 8 3 38. 7 5 38. 6 8 38. 3 8 38. 0 9 37. 8 4 37. 5 7 37. 6 7 37. 7 7 37. 8 8 37.98 GB 38. 0 5 37. 9 9 37. 9 1 37. 8 5 37. 8 7 37. 7 7 37. 6 237. 5 7 37. 5 9 37. 6 3 37. 5 0 37. 3 3 37. 1 5 36.85 40. 7 5 40. 4 3 40. 1 1 39. 7 9 39. 4 7 38. 8 3 38. 3 5 38. 0 2 41. 0 6 40. 7 1 40. 3 7 40. 0 3 39. 6 9 38. 8 5 38. 3 7 37. 8 9 41. 0 1 40. 6 6 40. 3 2 39. 9 4 39. 4 7 38. 8 7 38. 3 9 37. 9 1 40. 9 6 40. 6 1 40. 2 7 39. 8 3 39. 3 6 38. 8 9 38. 4 1 37. 9 3 40. 9 4 40. 5 7 40. 2 0 39. 7 3 39. 3 2 38. 9 1 38. 4 3 37. 9 6 40. 9 4 40. 5 5 40. 1 6 39. 7 5 39. 3 4 38. 9 4 38. 4 6 37. 9 8 40. 9 4 40. 5 6 40. 1 8 39. 7 7 39. 3 7 38. 9 6 38. 4 8 38. 0 0 40. 9 6 40. 5 8 40. 1 9 39. 8 0 39. 3 9 38. 9 8 38. 5 0 38. 3 0 40. 9 8 40. 6 0 40. 2 2 39. 8 3 39. 4 3 39. 0 0 38. 8 4 38. 6 8 41. 0 0 40. 6 3 40. 2 6 39. 8 9 39. 5 0 39. 1 2 38. 8 7 38. 7 1 41. 0 3 40. 6 7 40. 3 1 39. 9 5 39. 5 9 39. 2 3 38. 9 3 38. 7 2 41. 1 0 40. 7 6 40. 4 1 40. 0 6 39. 7 1 39. 3 6 39. 0 5 38. 8 2 41. 1 9 40. 8 5 40. 5 1 40. 1 7 39. 8 3 39. 4 9 39. 1 8 38. 9 1 41. 2 7 40. 9 4 40. 6 2 40. 2 9 39. 9 6 39. 6 2 39. 3 0 38. 9 9 41. 4 0 41. 0 2 40. 5 4 40. 3 0 40. 0 1 39. 7 1 39. 3 9 39. 0 7 41. 4 5 40. 6 7 40. 3 9 40. 2 7 40. 0 1 39. 7 4 39. 4 6 39. 1 4 37. 7 8 37. 5 4 37. 6 8 37. 6 8 37. 4 0 37. 2 5 37. 6 4 37. 4 9 37. 4 5 37. 1 1 3 7 . 0 0 37. 1 8 37. 4 8 37. 5 0 37. 7 4 37. 5 8 37. 4 2 37. 1 8 37. 6 7 37. 7 2 37. 8 1 37. 9 7 38. 1 3 38. 5 2 38. 3 7 38. 2 1 38. 1 6 38. 3 2 38. 5 2 38. 5 2 38. 3 2 38. 1 1 38. 3 3 38. 1 0 38. 5 7 38. 6 3 38. 3 5 40. 6 4 40. 9 4 41. 0 6 41. 3 7 4 0 . 4 5 40.24 4 0 . 0 2 3 9 . 7 8 3 9 . 5 4 3 9 . 2 9 39.03 38.78 3 8 . 5 4 3 8 . 3 0 38.06 37.82 38. 3 0 38. 5 4 38. 7 8 39. 0 4 39. 2 9 39. 5 4 39. 7 8 40. 0 3 40. 2 4 40. 4 6 40. 6 0 41. 1 4 41. 6 6 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 41. 7 4 41. 7 2 41. 4 0 41. 3 5 41. 3 3 41. 3 3 41. 3 3 41. 3 3 41. 3 4 41. 3 6 41. 7 4 41. 7 2 41. 7 2 41. 7 2 41. 7 2 41. 7 2 41. 7 4 41. 7 4 41. 7 6 41. 8 3 41. 9 0 41. 9 8 41. 8 7 41. 7 6 41. 6 0 41. 5 2 41. 4 5 41. 3 8 41. 3 8 41. 0 4 40. 6 4 40. 4 6 40. 4 2 40. 3 3 40. 3 6 40. 2 4 40. 2 1 40. 1 7 40. 1 4 39. 9 7 40. 1 0 40. 2 6 40. 3 0 40. 3 8 40. 2 5 40. 3 3 40. 4 4 40. 4 6 40. 5 0 41. 8 9 41. 3 5 40. 0 1 40. 0 140. 0 1 39. 7 8 39. 8 1 39. 8 4 39. 8 7 40. 0 1 39. 8 5 39. 7 3 39. 5 6 39. 6 9 39. 6 3 39. 5 7 39. 5 1 39. 2 1 39. 2 8 39. 3 5 39. 4 1 39. 2 9 39. 0 2 39. 1 4 39. 0 6 38. 7 7 38. 8 6 38. 7 4 40. 3 9 40. 1 1 39. 8 2 39. 5 3 39. 2 5 38. 8 0 38. 4 0 38. 1 6 37. 9 2 37. 6 8 37. 7 4 37. 8 2 12 P A N E L S @ 2 3 5 . 1 3 ' 15 . 1 3 ' 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' DEICING PAD 22 PANELS @ 43 8 . 7 0 ' 19.12'20.00'20.00'20.00' 19.51'20.00'20.00'20.00'20.00' 42. 0 0 42. 0 0 42. 0 0 42. 0 0 42. 0 0 41. 5 0 TA X I L A N E B - 4 (A s p h a l t ) AVIATION HANGAR (FFE=5542.00) LOBBY/OFFICES (FFE=5542.00) 20 . 0 0 ' 20 . 0 0 ' 20 . 0 0 ' 11 . 1 6 ' 9. 7 1 ' 8. 2 1 ' 6. 7 2 ' 5. 2 2 ' 3. 7 3 ' 20 . 1 9 ' 18 . 0 0 ' 15 . 8 1 ' 13 . 6 2 ' 11 . 4 4 ' 9. 2 5 ' 7. 0 6 ' 4. 8 7 ' 6. 8 5 ' 13 . 7 4 ' 20 . 0 0 ' 7. 5 3 ' 14 . 4 2 ' 20 . 0 0 ' Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - P a v i n g P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Paving Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 10 Of : Pr o j e c t M i l e s t o n e : 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Paving Plan Va n t a g e A v i a t i o n Title: PAVING NOTES: 1.THE ELEVATIONS SHOWN ARE PAVEMENT SURFACE ELEVATIONS IN FEET. 2.THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF THE EXISTING PAVEMENT AT ALL MATCH POINTS. IF THE ELEVATION DETERMINED VARIES FROM THE ELEVATION SHOWN BY MORE THAN 0.04', THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 3.AN AUTOCAD FILE IN THE CORRECT PROJECT COORDINATES IS AVAILABLE AT THE CONTRACTORS REQUEST. 4.THE TYPICAL CONCRETE PANEL DIMENSIONS FOR THE APRON AND DEICING PAD CONSTRUCTION ARE 20' x 20'. 5.THE CONTRACTOR SHALL BE REQUIRED TO CLEAN ALL LAITANCE FROM CONCRETE JOINT SAWING OPERATIONS. NO CONCRETE LAITANCE, SLURRY OR DUST SHALL REMAIN ON THE CONCRETE PAVEMENTS, FOLLOWING CLEANING OPERATIONS. THE CONTRACTOR SHALL SUBMIT PROPOSED LAITANCE CLEANING METHOD TO THE ENGINEER FOR APPROVAL, PRIOR TO CONDUCTING PCP PAVING OPERATIONS. 6.REFERENCE SHEET 9 FOR JOINTING PLAN AND DETAILS. PAVING LEGEND: PROPOSED CONCRETE PAVEMENT ELEVATION (ADD 5,500') EXISTING PAVEMENT ELEVATIONS (ADD 5,500') + 3 8 . 7 0 + 3 8 . 7 0 05/13/25 CO CO CO CO A5-6 HANGAR TA X I W A Y B 4 Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - S t r i p i n g P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Striping Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 11 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Striping Plan Va n t a g e A v i a t i o n Title: 1 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 SAND/OIL SAND/OIL ET CO CO CO CO CO CO CO MATCHLINE CO CO CO CONNECT SANITARY SEWER TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS REMOVE FIRE HYDRANT. REMOVE EXISTING 6" GATE VALVE AND LINE. PLUG EXISTING LINE WITH CONCRETE. REF: SHEET 17 CONNECT GAS SERVICE TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS CONNECT ELECTRICAL SERVICE TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS CONNECT WATER SERVICE TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS INSTALL SAND/OIL SEPARATOR INSTALL 30" RCP TO DAYLIGHT IN AIRPORT EAST SITE DRAINAGE WAY INSTALL 18" CURB INLET INSTALL 12" RCP INSTALL 5" DIA. STORM SEWER MANHOLE INSTALL 24" RCP AND FES REMOVE EXISTING FIRE HYDRANT, PIPING, AND APPURTENANCES TO THE MAIN LINE. AT THE BRANCH TEE, CAP THE TEE AND PROVIDE CONCRETE REACTION BLOCK INSTALL TRANSFORMER INSTALL 30" RCP AND FES ROOF DRAIN DOWNSPOUTS TO DISCHARGE TO SURFACE (DRYSCAPE 9" D50 ROUNDED RIVER ROCK WITH EROSION FABRIC UNDERNEATH) AT A DISTANCE OF 5' AWAY FROM FACE OF BUILDING EDGE OF FUTURE TAXIWAY GLYCOL STORAGE TANK REF: SHEET 16, 26 INSTALL 18" RCP FROM DE-ICING PAD REF: SHEET 16 DIVERSION STRUCTURE REF: SHEET 16, 25 6" PVC TO GLYCOL WASTE TANK REF: SHEET 16, 26 18" HDPE OUTFALL LINE TO EXISTING DRAINAGE REF: SHEET 16 8" PVC TO SEAT COLLECTION POND REF: SHEET 16 INSTALL DE-ICING PAD INLET REF: SHEET 25 TWO-WAY SANITARY CLEANOUT INSTALL SANITARY MAIN REF: SHEET 18 INSTALL WATER MAIN REF: SHEET 17 NEW FIRE HYDRANT SANITARY CLEANOUT 1. 5 ' 53 . 5 ' 50 . 0 ' 1. 5 ' 5.0' ROOF DRAIN (TYP) INSTALL ROOF DRAIN NETWORK REF: SHEET 13 CONNECT SAND/OIL SEPARATOR TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS ROOF DRAIN CLEANOUT ROOF DRAIN CLEANOUT ROOF DRAIN CLEANOUT CO CO ROOF DRAIN (TYP) ROOF DRAIN (TYP) NOTE: COORDINATE SITE ELECTRICAL REQUIREMENTS FOR LIGHTING, FENCES, LEVEL MONITOR FOR GLYCOL STORAGE TANK, AND AERATOR ELECTRIC SERVICE AT DE-ICING POND WITH ELECTRICAL DRAWINGS 53 . 5 ' S S E ET CO CO MATCHLINE S TIE IN TO EXISTING SANITARY SEWER MANHOLE REF: SHEET 18 REMOVE EXISTING STUB CONCRETE. REF: SHEET 17 PROPOSED GAS SERVICE LINE TO BUILDING. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR SIZE AND SPECIFICATION OF PIPING (COORDINATE WITH XCEL ENERGY) PROPOSED ELECTRIC SERVICE TO REFER TO ELECTRICAL DRAWINGS FOR SIZE AND SPECIFICATION OF PIPING (COORDINATE WITH HOLY CROSS ENERGY) INSTALL TRANSFORMER EXISTING SEWER MANHOLE N: 2375195.138 E: 1622997.924 RIM: 5547.36 8" PVC INV IN (E) = 5532.11 8" PVC INV IN (S) = 5532.11 8" PVC INV OUT (W) = 5532.01 EXISTING WATER MANHOLE RIM: 5548.2 TOP OF 12" PVC: 5543.4 RE F : A C C E S S R O A D D R A W I N G S CO CO TIE IN TO EXISTING WATER MAIN REF: SHEET 17 INSTALL 7'X7' ELECTRICAL VAULT REF: ELECTRICAL PLANS FOR LAYOUTS AND DETAILS (COORDINATE WITH HOLY CROSS ENERGY) Graphic Scale In Feet: 1" = 30' 0 15 30 60 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 12 Of : Pr o j e c t M i l e s t o n e : 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Utility Plan Va n t a g e A v i a t i o n Title: 05/13/25 SAN D / O I L SAN D / O I L ET CO CO CO CO CO CO CO CO CO CO CO CO +00 0 +00 1 + 00 2 +003 +54 3 ROOF DRAIN (TYP) 1.6' 53.5' 50.0' 53.5' 1.4' PROVIDE A 5'X5'X12" RIP RAP MAT AT OUTFALL OF PIPE. USE D50 OF 9" FOR THE ROCK. PLACE ROCK ON A KEYED IN MIRAFI 140N FABRIC. BP: 0+00.00 N 1623265.84 E 2375264.90 EP: 3+ 5 4 . 0 5 N 162 3 4 8 5 . 2 4 E 237 5 4 3 9 . 0 1 CO CO ROOF DRAIN STA. 1+29.87 (4.90'L) INV. OUT 5539.07' (E) ROOF DRAIN STA. 0+00.00 (0.00') INV. OUT 5539.70' (E) ROOF DRAIN STA. 0+49.17 (12.37'L) INV. OUT 5539.53' (E) ROOF DRAIN STA. 1+58.83 (4.83'L) INV. OUT 5538.92' (E) ROOF DRAIN STA. 1+93.87 (4.73'L) INV. OUT 5538.74' (E) ROOF DRAIN STA. 2+22.83 (4.65'L) INV. OUT 5538.60' (E) ROOF DRAIN STA. 2+47.53 (5.58'L) INV. OUT 5538.48' (E) ROOF DRAIN CLEANOUT 1 STA. 0+06.11 RIM 5542.02' INV. OUT 5539.67' (N) ROOF DRAIN CLEANOUT 2 STA. 0+49.17 RIM 5542.01' INV. OUT 5539.48' (E) END ROOF DRAIN NETWORK N 1,623,485.24 E 2,375,439.01 45° BEND STA. 0+05.00 INV. IN 5539.67' (W) INV. OUT 5539.67' (NE) WYE 1 STA. 0+07.88 INV. IN 5539.66' (SW) INV. IN 5539.66' (S) INV. OUT 5539.66' (N) CROSS 1 STA. 0+49.17 INV. IN 5539.45' (S) INV. IN 5539.47' (W) INV. IN 5539.45' (N) INV. OUT 5539.45' (E) 45° BEND STA. 0+49.17 INV. IN 5539.51' (W) INV. OUT 5539.51' (SE) ROOF DRAIN STA. 1+25.03 (16.25'L) INV. OUT 5539.40' (S) 45° BEND STA. 0+99.63 INV. IN 5539.20' (W) INV. OUT 5539.20' (NE) 45° BEND STA. 1+03.85 INV. IN 5539.18' (SW) INV. OUT 5539.18' (N) TEE 2 STA. 1+29.86 INV. IN 5539.05' (S) INV. IN 5539.05' (W) INV. OUT 5539.05' (N)TEE 3 STA. 1+58.82 INV. IN 5538.90' (W) INV. IN 5538.90' (S) INV. OUT 5538.90' (N) TEE 4 STA. 1+93.87 INV. IN 5538.72' (W) INV. IN 5538.72' (S) INV. OUT 5538.72' (N) TEE 5 STA. 2+22.83 INV. IN 5538.58' (W) INV. IN 5538.58' (S) INV. OUT 5538.58' (N) ROOF DRAIN CLEANOUT 3 STA. 2+45.36 RIM 5541.87' INV. IN 5538.46' (S) INV. OUT 5538.46' (N) TEE 6 STA. 2+47.53 INV. IN 5538.45' (S) INV. IN 5538.45' (W) INV. OUT 5538.45' (N) 45° BEND STA. 2+48.61 INV. IN 5538.45' (S) INV. OUT 5538.45' (E) 45° BEND STA. 0+49.17 INV. IN 5539.49' (NW) INV. OUT 5539.49' (S) END ROOF DRAIN NETWORK STA. 3+54.05 INV. IN 5537.92' (W) TEE 1 STA. 0+86.32 INV. IN 5539.28' (N) INV. IN 5539.26' (W) INV. OUT 5539.26' (E) 5.0 LF 6" SCH 40 PVC 41.3 LF 6" SCH 40 PVC 2.9 LF 6" SCH 40 PVC 2.8 LF 6" SCH 40 PVC 5.0 LF 6" SCH 40 PVC 2.9 LF 6" SCH 40 PVC 8.1 LF 6" SCH 40 PVC 37.1 LF 6" SCH 40 PVC 24.1 LF 6" SCH 40 PVC 13.3 LF 6" SCH 40 PVC 4.2 LF 6" SCH 40 PVC 26.0 LF 6" SCH 40 PVC 4.9 LF 6" SCH 40 PVC 29.0 LF 6" SCH 40 PVC 4.8 LF 6" SCH 40 PVC 35.1 LF 6" SCH 40 PVC 4.7 LF 6" SCH 40 PVC 29.0 LF 6" SCH 40 PVC 4.7 LF 6" SCH 40 PVC 22.3 LF 6" SCH 40 PVC 5.6 LF 6" SCH 40 PVC 1.1 LF 6" SCH 40 PVC 1.9 LF 6" SCH 40 PVC 105.4 LF 6" SCH 40 PVC 2.2 LF 6" SCH 40 PVC FFE = 5542.00 NOTE: ROOF DRAIN SUBSURFACE PIPING MAY REQUIRE ADDITION BENDS TO AVOID FOOTINGS CONFLICTS EN ROUTE TO PRIMARY COLLECTION LINE. PROVIDE PVC BENDS AS NECESSARY TO AVOID CONFLICTS. 4.4'29.0' 35.0' 29.0'24.7' SCALE: H1"=20', V1"=5'5530 5535 5540 5545 5550 5555 5530 5535 5540 5545 5550 5555 E G F G -0+25 55 4 5 . 4 E G 55 4 2 . 0 1 F G 0+00 55 4 5 . 2 E G 55 4 1 . 9 9 F G 55 4 4 . 9 E G 55 4 2 . 0 1 F G 0+50 55 4 5 . 1 E G 55 4 1 . 9 6 F G 55 4 5 . 1 E G 55 4 1 . 6 9 F G 1+00 55 4 5 . 0 E G 55 4 1 . 3 3 F G 55 4 4 . 8 E G 55 4 1 . 7 7 F G 1+50 55 4 4 . 6 E G 55 4 1 . 7 7 F G 55 4 4 . 4 E G 55 4 1 . 7 7 F G 2+00 55 4 4 . 3 E G 55 4 1 . 8 5 F G 55 4 3 . 8 E G 55 4 1 . 7 8 F G 2+50 55 4 3 . 9 E G 55 4 0 . 8 8 F G 55 4 4 . 1 E G 55 4 0 . 5 2 F G 3+00 55 4 4 . 2 E G 55 4 0 . 4 0 F G 55 4 4 . 4 E G 55 3 8 . 2 7 F G 3+50 E G F G 3+75 RO O F D R A I N C L E A N O U T 3 IN V . 5 5 3 8 . 4 6 ' ( N ) IN V . 5 5 3 8 . 4 6 ' ( S ) 105.4 LF 6" SCH 40 PVC @ 0.50% 1.1 LF 6" SCH 40 PVC @ 0.50% 1.9 LF 6" SCH 40 PVC @ 0.56% 22.3 LF 6" SCH 40 PVC @ 0.51% 29.0 LF 6" SCH 40 PVC @ 0.50% 35.1 LF 6" SCH 40 PVC @ 0.50% 29.0 LF 6" SCH 40 PVC @ 0.50% 26.0 LF 6" SCH 40 PVC @ 0.50% 13.3 LF 6" SCH 40 PVC @ 0.50% 37.1 LF 6" SCH 40 PVC @ 0.50% 41.3 LF 6" SCH 40 PVC @ 0.50% 2.9 LF 6" SCH 40 PVC @ 0.50% 5.0 LF 6" SCH 40 PVC @ 0.50% 4.2 LF 6" SCH 40 PVC @ 0.50% PROPOSED ELECTRIC CROSSING PROPOSED FDC CROSSING PROPOSED WATER SERVICE CROSSING PROPOSED SANITARY SERVICE CROSSING 45° BEND WYE 1 CROSS 1 TEE 1 45° BEND 45° BEND TEE 2 TEE 3 TEE 4 TEE 5 TEE 6 45° BEND FINISHED GRADE (FG) Existing Grade (EG) 2. 2 ' 1. 3 ' 1. 8 ' PROPOSED GAS CROSSING 3. 9 ' Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM Da t e By : 13 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Roof Drain Plan Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m ADDENDA 2 MODIFIES THIS SHEET WITH CHANGES IN ROOF DRAIN DOWNSPOUT LOCATIONS AND OVERALL SPACING CONFIGURATION OF DOWNSPOUTS 2 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 STA.4+39.90 (0.00') 267.6 LF 30" RCP30" FES N 1,623,700.59 E 2,375,026.91 TAXILANE B4 A5-6 HANGAR 30" FES N 1,623,434.76 E 2,374,996.03 +00 1 +00 2 +00 3 +00 4 +00 5 +00 6 BP : 0 + 0 0 . 0 0 N 1 6 2 3 8 6 4 . 5 0 E 2 3 7 5 1 2 9 . 9 3 PI: 0 + 9 7 . 5 2 N 1 6 2 3 7 8 6 . 5 6 E 2 3 7 5 0 7 1 . 3 2 PI: 1 + 9 4 . 2 8 N 1 6 2 3 7 0 0 . 5 9 E 2 3 7 5 0 2 6 . 9 1 PI : 4 + 6 2 . 0 1 N 1 6 2 3 4 3 4 . 6 6 E 2 3 7 4 9 9 6 . 0 1 PI : 6 + 1 2 . 1 4 N 1 6 2 3 2 8 4 . 9 4 E 2 3 7 4 9 8 4 . 9 3 EROSION PROTECTION - 10'x17'x12" THICK OF 9" D50 RIP RAP ON MIRAFI 140N FILTER FABRIC (KEY IN OUTER EDGE OF FABRIC) REF: SHEET 21 EROSION PROTECTION - 10'x17'x12" THICK OF 9" D50 RIP RAP ON MIRAFI 140N FILTER FABRIC (KEY IN OUTER EDGE OF FABRIC) REF: SHEET 21 SCALE: H1"=20', V1"=5'5525 5530 5535 5540 5545 5550 5525 5530 5535 5540 5545 5550 55 3 5 . 4 E G 55 3 1 . 8 9 F G 1+75 55 3 6 . 0 E G 55 3 5 . 2 3 F G 2+00 55 3 6 . 4 E G 55 3 7 . 6 7 F G 55 3 6 . 8 E G 55 3 7 . 9 8 F G 2+50 55 3 7 . 1 E G 55 3 8 . 3 0 F G 55 3 7 . 3 E G 55 3 9 . 0 8 F G 3+00 55 3 7 . 8 E G 55 3 9 . 4 9 F G 55 3 8 . 2 E G 55 3 9 . 8 7 F G 3+50 55 3 8 . 5 E G 55 4 0 . 2 1 F G 55 3 8 . 9 E G 55 4 0 . 5 7 F G 4+00 55 3 9 . 2 E G 55 4 0 . 9 0 F G 55 3 9 . 6 E G 55 4 1 . 2 5 F G 4+50 55 3 9 . 9 E G 55 3 6 . 0 3 F G 4+75 267.6 LF 30" RCP @ 1. 5 3 % FE S - 5 30 " F E S ST A . 4 + 6 1 . 9 0 IN V . O U T 5 5 3 5 . 9 0 ( N ) FE S - 6 30 " F E S ST A . 1 + 9 4 . 2 8 IN V . I N 5 5 3 1 . 8 0 ( S ) FINISHED GRADE (FG) Existing Grade (EG) Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 4 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM Da t e By : 14 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Storm Sewer Plan 1 Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 CO +00 1 +79 1 "FUTURE" STORM DRAIN LINE TO BE CONSTRUCTED WITH LOT A7 DEVELOPMENT BP: 1+00.00 N 1623244.58 E 2374981.93 EP: 1+79.26 N 1623230.49 E 2375059.92 30" FES N 1,623,270.09 E 2,374,983.85 5' STORM MH FLAT-TOP N 1,623,244.58 E 2,374,982.05 REF: SHEET 27 24" FES GALVANIZED N 1,623,220.00 E 2,374,983.40 18" TYPE 1 CURB INLET N 1,623,230.49 E 2,375,059.92 REF: SHEET 27 22.1 LF 24" RCP @ 0.75% 23.4 LF 30" RCP @ 0.51% 75 . 1 L F 1 2 " R C P @ 0 . 5 3 % +00 4 +00 5 +00 6 + 0 0 7 + 0 0 8 + 52 8 E P : 8 + 5 1 . 7 9 N 1 6 2 3 0 4 5 . 7 5 E 2 3 7 4 9 9 3 . 7 2 PI : 4 + 6 2 . 0 1 N 1 6 2 3 4 3 4 . 6 6 E 2 3 7 4 9 9 6 . 0 1 PI : 6 + 1 2 . 1 4 N 1 6 2 3 2 8 4 . 9 4 E 2 3 7 4 9 8 4 . 9 3 PI : 6 + 5 2 . 6 0 N 1 6 2 3 2 4 4 . 5 8 E 2 3 7 4 9 8 1 . 9 3 P I : 6 + 7 6 . 7 3 N 1 6 2 3 2 2 0 . 5 0 E 2 3 7 4 9 8 3 . 3 6 EROSION PROTECTION - 10'x17'x12" THICK OF 9" D50 RIP RAP ON MIRAFI 140N FILTER FABRIC (KEY IN OUTER EDGE OF FABRIC) REF: SHEET 21 SCALE: H1"=20', V1"=5'5530 5535 5540 5545 5550 5530 5535 5540 5545 5550 SCALE: H1"=20', V1"=5'5530 5535 5540 5545 5550 5530 5535 5540 5545 5550 E G F G 0+75 55 4 1 . 3 E G 55 4 1 . 7 7 F G 1+00 55 4 0 . 0 E G 55 4 1 . 3 4 F G 55 4 3 . 3 E G 55 4 0 . 9 2 F G 1+50 55 4 3 . 5 E G 55 4 0 . 4 6 F G E G F G 2+00 55 4 0 . 9 E G 55 3 7 . 3 0 F G 6+00 55 4 1 . 1 E G 55 3 7 . 5 5 F G 55 4 1 . 3 E G 55 4 1 . 8 2 F G 6+50 55 4 1 . 4 E G F G 55 4 1 . 5 E G F G 7+00 75.1 LF 12" RCP @ 0.53% MH - 1 5' S T O R M M H F L A T - T O P ST A . 6 + 5 2 . 6 0 RI M 5 5 4 1 . 7 7 ' IN V . I N 5 5 3 7 . 6 9 ( S ) IN V . I N 5 5 3 7 . 7 9 ( E ) IN V . O U T 5 5 3 7 . 6 9 ( N ) IN L E T - 1 18 " T Y P E 1 C U R B I N L E T ST A . 1 + 7 9 . 2 6 RI M 5 5 4 0 . 4 2 ' IN V . O U T 5 5 3 8 . 1 9 ( W ) MH - 1 5' S T O R M M H F L A T - T O P ST A . 6 + 5 2 . 6 0 RI M 5 5 4 1 . 7 7 ' IN V . I N 5 5 3 7 . 6 9 ( S ) IN V . I N 5 5 3 7 . 7 9 ( E ) IN V . O U T 5 5 3 7 . 6 9 ( N ) FE S - 3 24 " F E S ST A . 6 + 7 7 . 2 3 RI M 5 5 4 0 . 7 3 ' IN V . O U T 5 5 3 7 . 8 6 ( N ) FE S - 4 30 " F E S ST A . 6 + 2 7 . 0 2 RI M 5 5 4 0 . 3 0 ' IN V . I N 5 5 3 7 . 5 7 ( S ) 23.4 LF 30" RCP @ 0.51%22.1 LF 24" RCP @ 0.75% Existing Grade (EG) FINISHED GRADE (FG)Existing Grade (EG) FINISHED GRADE (FG) "FUTURE" STORM DRAIN LINE TO BE CONSTRUCTED WITH LOT A7 DEVELOPMENT Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 5 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM Da t e By : 15 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Storm Sewer Plan 2 Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 SCALE: H1"=20', V1"=5'5525 5530 5535 5540 5545 5525 5530 5535 5540 5545 E G F G 0+75 55 3 6 . 9 E G 55 3 6 . 8 5 F G 1+00 55 3 6 . 7 E G 55 3 7 . 3 8 F G 55 3 6 . 6 E G 55 3 5 . 9 2 F G 1+50 55 3 6 . 1 E G F G 55 3 5 . 5 E G F G 2+00 55 3 4 . 8 E G F G 55 3 4 . 3 E G F G 2+50 MH - 2 5 DI V E R S I O N S T R U C T U R E ST A . 2 + 1 9 . 8 5 RI M 5 5 3 6 . 5 7 ' IN V . I N 5 5 3 2 . 1 0 ( S W ) IN V . O U T 5 5 3 2 . 1 0 ( N E ) IN V . O U T 5 5 3 2 . 1 0 ( E ) 115.9 LF 18" RCP @ 0.45% MH - 3 9 DE - I C E I N L E T ST A . 1 + 0 0 . 0 0 RI M 5 5 3 6 . 8 5 ' IN V . O U T 5 5 3 2 . 6 2 ( N E ) 20.0 LF 8" ADS N-12 @ 0.50% IN V . O U T 5 5 3 1 . 1 0 ( N W ) FINISHED GRADE (FG) Existing Grade (EG) E P : 2 + 5 6 . 2 7 N 1 6 2 3 8 1 8 . 0 9 E 2 3 7 5 1 8 4 . 0 0 18" ADS N-12 MH - 25 DIVERSION STRUCTURE STA. 2+19.85 RIM 5536.57' REF: SHEET 25 INV. IN 5532.10' (SW) INV. OUT 5532.10' (NE) INV. OUT 5532.10' (E) MH - 38 GLYCOL TANK STA. 2+28.53 RIM 5536.5 INV. IN 5531.91' (W) BOTTOM TANK 5525.00 REF: SHEET 26 18" RCP 8" ADS N-12 DE-ICING POND TOP=5536.50' DE-ICING POND BOP=5532.00' FUTURE TAXIWAY EDGE 18" ADS N-12 + 00 2 + 50 2 + 56 2 END OF 8" PVC STA. 2+41.87 INV. 5532.00' (SW) REFERENCE SHEET 24 FOR POND SECTIONS AND LINER DETAILS B P : 1 + 0 0 . 0 0 N 1 6 2 3 6 7 8 . 1 0 E 2 3 7 5 1 1 4 . 5 5 E P : 2 + 5 6 . 2 7 N 1 6 2 3 8 1 8 . 0 9 E 2 3 7 5 1 8 4 . 0 0 MH - 25 DIVERSION STRUCTURE N 1,623,785.47 E 2,375,167.81 REF: SHEET 25 MH - 39 DE-ICE INLET STA. 1+00.00 REF: SHEET 25 DE-ICING POND TOP=5536.50' 5535 5531 5532 5533 5534 5536 18" FES N 1,623,874.48 E 2,375,154.90 8" ADS N-12 6" ADS N-12 5532 5533 5534 5535 5536 REF: SHEET 24 FOR POND SECTIONS AND LINER DETAILS 18" ADS N-12 18" RCP + 00 1 + 50 1 + 00 2 + 50 2 + 56 2 PROVIDE VARMINT SCREEN (G-O-N 8" BIRD SCREEN OR EQUAL) PROVIDE VARMINT SCREEN (G-O-N 6" BIRD SCREEN OR EQUAL) 6'X15'X12" DEEP D50 = 9" RIP RAP OVER MIRAFI 140N FILTER FABRIC REF: SHEET 21 Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 5 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM Da t e By : 16 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Storm Sewer De-Icing Pond Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 S SAN D / O I L SAN D / O I L E ET CO CO CO CO CO SAN D / O I L SAN D / O I L CO CO CO CO CO A5-6 HANGARA7 HANGAR ACCESS ROAD 24+11 20+00 21+00 22 + 0 0 23 + 0 0 24+00 SADDLE TAP AND CORP STOP CONNECT TO FDC REF: MECHANICAL AND PLUMBING DRAWINGS REMOVE EXISTING WATER LINE APPURTENANCES AND FILL WATER LINE WITH 5' OF CONCRETE PLUG TO ABANDON. 6" GV STA 24+01.34 8" END CAP STA 24+11.04 8"X6" TEE STA 24+01.33 66" FIRE HYDRANT ASSEMBLY STA 23+56.06 6" GV STA 23+56.06 8"X6" TEE STA 23+56.06 8" GV STA 23+54.06 6" GV STA 22+37.13 8"X6" TEE STA 22+37.13 8" GV STA 22+35.13 8" 90° ELBOW STA 21+01.93 CONTRACTOR TO POTHOLE END OF EXISTING LINE AND REMOVE C.R.B AND BLIND FLANGE TO TIE ONTO AND BEGIN LINE EXTENSION TO THE EAST. CONFIRM EXISTENCE OF VALVE. IF NO VALVE, INSTALL NEW VALVE PRIOR TO BEGINNING LINE EXTENSION. CONTRACTOR TO POTHOLE AND EXPOSE EXISTING WATER LINE AND DETERMINE SPECIFIC FITTING CONDITIONS. REMOVE VALVE IF EXISTING AND INSTALL CAP AND C.R.B ON BRANCH LINE. CUT 5' OFF EXISTING WATER LINE AND FILL NEXT 5' OF LINE WITH 5' OF CONCRETE PLUG. 2" PURE CORE WATER SERVICE LINE CURB STOP BUILDING SERVICE LINE - EXTEND VERTICALLY 18" ABOVE THE FINISH FLOOR OF THE HANGAR, INSTALL GATE VALVE AND METER IN COORDINATION WITH THE CITY OF RIFLE UTILITY DEPARTMENT. MOUNT WATER METER SENSOR IN LOCATION PREFERRED BY THE CITY'S UTILITY DEPARTMENT. EXISTING WATER MANHOLE C.R.B - CONCRETE REACTION BLOCK (TYP) SADDLE TAP AND CORP STOP INSTALL FLANGED FITTING @ 5' FROM FACE OF WALL AND CONNECT 6" D.I.P TO BUILDING. UNDER FOUNDATION INSTALL A 90° BEND UP (POLYWRAPPED AND FLANGED FITTINGS) TO A HEIGHT OF 12" ABOVE FINISH FLOOR CURB STOP 2" PURE CORE WATER SERVICE LINE INSTALL FLANGED FITTING @ 5' FROM FACE OF WALL AND CONNECT 6" D.I.P TO BUILDING. UNDER FOUNDATION INSTALL A 90° BEND UP (POLYWRAPPED AND FLANGED FITTINGS) TO A HEIGHT OF 12" ABOVE FINISH FLOOR 10 1 . 3 L F 8 " P V C W A T E R 132.1 LF 8" PVC W A T E R 0.9 LF 8" PVC WATER 115.9 LF 8" PVC WATER 11 6 . 5 L F 6 " P V C W A T E R 5.0 LF 6" DIP WATER 0.9 LF 8" PVC WATER 1.0 LF 6" PVC WATER 15.1 LF 6" PVC WATER 1.0 LF 6" PVC WATER 0.9 LF 8" PVC WATER 7.2 LF 8" PVC WATER 12 3 . 2 L F 6 " P V C W A T E R 44.1 LF 8" PVC W A T E R 1.0 LF 6" PVC WATER1.0 LF 6" PVC WATER 1.0 LF 6" PVC WATER 5.0 LF 6" DIP WATER 10.1 LF 6" PVC WATER 6.1 LF 2" PURE CORE BUILDING SERVICE LINE - EXTEND VERTICALLY 18" ABOVE THE FINISH FLOOR OF THE HANGAR, INSTALL GATE VALVE AND METER IN COORDINATION WITH THE CITY OF RIFLE UTILITY DEPARTMENT. MOUNT WATER METER SENSOR IN LOCATION PREFERRED BY THE CITY'S UTILITY DEPARTMENT. 15.8 LF 2" PURE CORE SCALE: H1"=20', V1"=5'5530 5535 5540 5545 5550 5555 5560 5530 5535 5540 5545 5550 5555 5560 E G F G 19+75 55 4 8 . 5 E G F G 20+00 55 4 9 . 1 E G F G 55 4 9 . 3 E G F G 20+50 55 4 9 . 5 E G F G 55 4 9 . 9 E G F G 21+00 55 4 9 . 1 E G 55 4 8 . 9 1 F G 55 4 8 . 9 E G 55 4 7 . 8 3 F G 21+50 55 4 8 . 6 E G 55 4 6 . 7 6 F G 55 4 8 . 2 E G 55 4 5 . 6 8 F G 22+00 55 4 7 . 9 E G 55 4 4 . 6 0 F G 55 4 7 . 8 E G 55 4 3 . 5 2 F G 22+50 55 4 7 . 5 E G 55 4 2 . 4 6 F G 55 4 7 . 3 E G 55 4 1 . 5 7 F G 23+00 55 4 7 . 0 E G 55 4 0 . 9 1 F G 55 4 6 . 7 E G 55 4 0 . 4 7 F G 23+50 55 4 6 . 5 E G 55 4 0 . 2 4 F G 55 4 6 . 2 E G 55 4 0 . 0 5 F G 24+00 E G F G 24+25 4. 5 ' M I N CO V E R 8" GV TOP 5538.27 8"X6" TEE TOP 5538.18 8" 90° ELBOW TOP 5543.89 8" GV TOP 5534.44 8"X6" TEE TOP 5534.41 8"X6" TEE TOP 5534.06 8" END CAP TOP 5533.98 7.2 LF 8" PVC WATER 8" GV TOP 5534.04 0.9 LF 8" PVC WATER 44.1 LF 8" PVC WATER 0.9 LF 8" PVC WATER115.9 LF 8 " P V C W A T E R 132.1 L F 8 " P V C W A T E R 0.9 LF 8" PVC WATER 101.3 LF 8" PVC WATER -5 . 4 ' -0 . 6 ' Existing Grade (EG) FINISHED GRADE (FG) CONTRACTOR TO POTHOLE AND EXPOSE EXISTING WATER LINE AND DETERMINE SPECIFIC FITTING CONDITIONS ANCHOR BLOCK SAND/OIL SEPARATOR SERVICE CROSSING Graphic Scale In Feet: 1" = 20' 0 10 20 40 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - U t i l i t y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 5 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Utility Plan KM Da t e By : 17 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Water Main Plan Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 S S SAN D / O I L SAN D / O I L E ET CO CO CO CO CO CO SAND / O I L SAND / O I L CO CO CO CO CO CONNECT SANITARY SEWER TO BUILDING REF: MECHANICAL AND PLUMBING DRAWINGS A5-6 HANGAR A7 HANGAR ACCESS ROAD S TWO-WAY SANITARY CLEANOUT TOP OF CLEANOUT LID ELEVATION (1/4" BELOW FINISH GRADE OF CONCRETE) REF: MECHANIC AND PLUMBING DRAWINGS FOR DETAILS COORDINATE 4" PVC SERVICE LINE CONSTRUCTION WITH LOT A-7 DRAWINGS. SANITARY END CAP FOR FUTURE DEVELOPMENT CO CO CO MH - 109 SS CLEANOUT STA. 12+39.10 (0.00') RIM 5548.31' INV. IN 5533.59' (N) INV. OUT 5533.59' (S) 87.7 LF 8" PVC @ 0.59% 197.9 LF 8" PVC @ 0.59% 5.0 LF 8" PVC @ 1.00% 94.9 LF 4" PVC @ 2.14% 4' MH FLAT-TOP N 1,623,328.30 E 2,375,422.23 MANHOLE 27 4' MH N 1,623,110.93 E 2,375,406.01 MANHOLE 28 4' MH N 1,622,984.14 E 2,375,396.56 MANHOLE 29 EX. 4' MH N 1,622,997.92 E 2,375,195.14 PI: 12+01.89 PI : 1 3 + 2 9 . 0 3 PI : 1 5 + 4 7 . 0 0 +16 44 +10 00 +1100 +1200 + 13 00 + 14 00 + 15 00 +16 00 CO CO 2.8 LF 4" PVC @ 4.21% 1.8 LF 4" PVC @ 3.42% MH - 94 SS CLEANOUT STA. 14+52.37 (3.41'L) RIM 5540.37' INV. OUT 5535.04' (SE) SS CLEANOUT N 1,623,233.93 E 2,375,415.19 WYE STA. 14+50.96 INV. IN 5534.98' (W) INV. IN 5534.98' (NW) INV. OUT 5534.98' (SE) 117.9 LF 8" PVC @ 0.54% 92.4 LF 8" PVC @ 0.55% 3.2 LF 8" PVC @ 0.57% 140.2 LF 4" PVC @ 3.85% SAND/OIL SEPARATOR OUT INV. OUT 5540.38' (E) SAND/OIL SEPARATOR IN INV. IN 5540.38' (W) 6.8 LF 4" PVC @ 2.10% 7.0 LF 4" PVC @ 2.10% 15.6 LF 4" PVC @ 2.10% STA.14+50.96 (142.17'L) STA.14+50.89 (153.58'L) CONNECT SANITARY SEWER TO HANGAR FLOOR DRAINS REF: MECHANICAL AND PLUMBING DRAWINGS CO CO BP: 10+00.00 N 1622997.92 E 2375195.14 EP: 16+43.86 N 1623335.50 E 2375325.64 132.5 LF 4" PVC @ 5.50% TWO-WAY SANITARY CLEANOUT TOP OF CLEANOUT LID ELEVATION (1/4" BELOW FINISH GRADE OF CONCRETE) REF: MECHANIC AND PLUMBING DRAWINGS FOR DETAILS 3.2 LF 8" PVC @ 0.62% 31.8 LF 8" PVC @ 0.61% 2.8 LF 4" PVC @ 7.56% 1.8 LF 4" PVC @ 3.42% MH - 108 SS CLEANOUT STA. 12+39.10 (3.41'L) RIM 5548.38' INV. OUT 5533.84' (SE) 136.9 LF 4" PVC @ 7.56% WYE STA. 14+48.96 INV. IN 5534.86' (NW) INV. OUT 5534.85' (S) INV. OUT 5534.85' (N) WYE STA. 12+37.68 INV. IN 5533.78' (W) INV. IN 5533.78' (NW) INV. OUT 5533.78' (SE) WYE STA. 12+35.68 INV. IN 5533.57' (NW) INV. IN 5533.57' (N) INV. OUT 5533.57' (S) SAND/OIL SEPARATOR OUT INV. OUT 5544.13' (E) SAND/OIL SEPARATOR IN INV. IN 5544.13' (W) STA.10+63.17 (36.64'L) STA.10+51.76 (36.65'L) CONNECT SANITARY SEWER TO HANGAR FLOOR DRAINS REF: MECHANICAL AND PLUMBING DRAWINGS 2.5 LF 4" PVC @ 2.16% 3.5 LF 4" PVC @ 2.16% 19.8 LF 4" PVC @ 2.16% 3.5 LF 4" PVC @ 2.16% 1.6 LF 4" PVC @ 2.16% SCALE: H1"=30', V1"=5'5525 5530 5535 5540 5545 5550 5555 5560 5525 5530 5535 5540 5545 5550 5555 5560 E G F G 9+75 55 4 7 . 4 E G 55 4 7 . 3 6 F G 10+00 55 4 7 . 5 E G 55 4 7 . 5 4 F G 55 4 7 . 7 E G 55 4 7 . 7 2 F G 10+50 55 4 8 . 1 E G 55 4 8 . 1 2 F G 55 4 8 . 8 E G 55 4 8 . 7 8 F G 11+00 55 4 9 . 2 E G 55 4 9 . 2 4 F G 55 4 9 . 5 E G 55 4 9 . 5 0 F G 11+50 55 4 9 . 7 E G 55 4 9 . 6 7 F G 55 4 9 . 9 E G 55 4 9 . 9 4 F G 12+00 55 4 9 . 3 E G 55 4 9 . 3 0 F G 55 4 9 . 0 E G 55 4 9 . 0 0 F G 12+50 55 4 8 . 6 E G 55 4 8 . 6 4 F G 55 4 8 . 3 E G 55 4 8 . 3 2 F G 13+00 55 4 8 . 1 E G 55 4 8 . 0 5 F G 55 4 7 . 9 E G 55 4 7 . 8 7 F G 13+50 55 4 7 . 7 E G 55 4 7 . 6 9 F G 55 4 7 . 4 E G 55 4 7 . 3 8 F G 14+00 55 4 7 . 2 E G 55 4 7 . 1 8 F G 55 4 6 . 9 E G 55 4 6 . 9 2 F G 14+50 55 4 6 . 7 E G 55 4 6 . 6 6 F G 55 4 6 . 4 E G 55 4 6 . 3 5 F G 15+00 55 4 6 . 0 E G 55 4 6 . 0 4 F G 55 4 5 . 8 E G 55 4 5 . 8 1 F G 15+50 55 4 5 . 6 E G 55 4 5 . 6 5 F G 55 4 5 . 4 E G 55 4 5 . 3 9 F G 16+00 55 4 5 . 1 E G 55 4 5 . 1 3 F G E G F G 16+50 E G F G E G F G 17+00 197.9 LF 8" PVC @ 0.59% 87.7 LF 8" PVC @ 0.59% MH - 2 7 4' M H F L A T - T O P ST A . 1 5 + 4 7 . 0 0 RI M 5 5 3 9 . 5 4 ' IN V . I N 5 5 3 5 . 4 7 ( W ) IN V . O U T 5 5 3 5 . 3 7 ( S ) MH - 2 8 4' M H ST A . 1 3 + 2 9 . 0 3 RI M 5 5 4 4 . 4 4 ' IN V . I N 5 5 3 4 . 2 1 ( W ) IN V . I N 5 5 3 4 . 2 1 ( N ) IN V . O U T 5 5 3 4 . 1 1 ( S ) MH - 2 9 4' M H ST A . 1 2 + 0 1 . 8 9 RI M 5 5 4 9 . 9 6 ' IN V . I N 5 5 3 3 . 3 8 ( N ) IN V . O U T 5 5 3 3 . 2 8 ( W ) IN V . O U T 5 5 3 3 . 3 8 ( E ) Existing Grade (EG) FINISHED GRADE (FG) MH - 3 0 EX . 4 ' M H RI M 5 5 4 7 . 3 6 ' IN V . I N 5 5 3 2 . 1 1 ( E ) IN V . O U T = 5 5 3 2 . 0 1 ( W ) IN V . O U T = 5 5 3 2 . 1 1 ( S ) IN V . O U T = 5 5 3 2 . 1 1 ( E ) CORE IN NEW 8" PVC LINE REMOVE STUB 94.9 LF 4" P V C @ 2 . 1 4 % COORDINATE WITH IMEG DRAWINGS FOR SANITARY SERVICE-BUILDING CONNECTION DETAILS MH - 8 6 SS C L E A N O U T ST A . 1 4 + 5 2 . 3 7 RI M 5 5 4 0 . 3 0 ' IN V . I N 5 5 3 4 . 8 7 ( N ) IN V . I N 5 5 3 4 . 8 7 ( S ) 92.4 LF 8" PVC @ 0.55% 117.9 LF 8" PVC @ 0.54% 3.2 LF 8" PVC @ 0.57% SAND/OIL SEPARATOR DISCHARGE -1 . 3 ' ROOF DRAIN CROSSING SAND/OIL SEPARATOR DISCHARGE 3.2 LF 8" PVC @ 0.62% 31.8 LF 8" PVC @ 0.61% INV IN AT FACE OF BLDG = 5537.50 MH - 1 0 9 SS C L E A N O U T ST A . 1 2 + 3 9 . 1 0 RI M 5 5 4 8 . 3 1 ' IN V . I N 5 5 3 3 . 5 9 ( N ) IN V . O U T 5 5 3 3 . 5 9 ( S ) Graphic Scale In Feet: 1" = 30' 0 15 30 60 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - S a n i t a r y P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 5 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Sanitary Plan KM Da t e By : 18 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Sanitary Main Plan Va n t a g e A v i a t i o n Title: 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m ADDENDA 1 MODIFIES THIS SHEET WITH MINOR LINE WORK FOR BUILDING ENTRYS, UTILITY AND DRAIN LOCATIONS, SAND/OIL SEPARATOR LOCATION, PROVIDES FLAG NOTE CLARIFICATIONS AND DENOTES PAVING REQUIREMENTS. 1 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 SAND/OIL SAND/OIL CO CO CO CO CO CO CO AVIATION HANGAR (FFE=5542.00) LOBBY/OFFICES (FFE=5542.00) V-DITCH MATCH EXISTING GRADE ALONG CONNECTION MATCHLINE 42 . 2 7 FL 42.61 E O C 4 1 . 8 7 EOC 4 1 . 8 6 E O C 42. 0 1 FFE 41.68 EOC 42. 0 1 EO C 42 . 0 1 FL 41.38 FL 41.27 FL 41.22 FL 41.27 FL 41 . 3 6 FL 41.36 FL 41.21 FL 41.15 FL 41.20 FL 41. 2 6 FL 41.30 FL 41.36 FL 41.65 FL 4 1 . 5 0 FL 4 0 . 8 5 FL 40.36 FL 40.29 FL 40.25 FL 40.33 FL 40.73 FL 40.73 FL 40.84 FL 41.15 FL 4 1 . 1 5 F L 40.59 FL 4 0 . 5 1 FL 4 0 . 7 4 FL 40 . 6 0 EOC 40. 4 8 EOC 39.16 FL 40.45 FL 40.39 FL 40.32 FL 40.18 FL 40 . 3 8 FL 40.19 F L 39 . 9 4 FL 39 . 4 6 FL 39. 3 2 FL 39. 6 0 FL 39.67 FL 39.55 FL 39.51 F L 39 . 4 7 FL 40. 3 6 FL 41.47 FL 41.24 FL 40.87 FL 40.59 FL 4 0 . 7 3 F L 40.89 F L 41.32 SIGN 41 . 3 5 FL 4 1 . 0 0 F L 42.01 FFE 41.79 WALK 41.84 WALK 42.01 WALK 41.93 WALK 41.92 WALK 41.85 WALK 41.82 WALK 41.96 WALK 42.00 WALK 41.52 WALK 42 . 0 1 FFE 42 . 0 1 FFE 4 2 . 0 1 F F E 40.61 EOC 37.82 EOC 37.56 EOC 36.85 INLET CENTER 38.78 EOC 39.00 EDGE OF DE-ICING 37.98 EOC 37 . 5 9 EOC 4 0 . 3 3 E O C 4 0 . 4 9 E O C 31.80 DITCH FL 32.25 DITCH FL 31.80 DITCH FL 36.60 POND 36.50 POND 36.50 POND 32.00 POND BOTTOM 35.01 DITCH FL 36 . 0 4 DIT C H F L 36. 5 9 DIT C H F L 37. 4 2 DIT C H F L 37.74 DITCH FL 37.81 DITCH FL 37.92 DITCH FL 37.94 DITCH FL 38.27 FL 4 5 . 8 6 37.57DITCH FL 2.1% 0.5% 41.45 HP 0.5% 0.0% 1. 3 % 2. 3 % 2 . 2 % 1. 7 % 1. 0 % 0.5 % 1.0 % 0.5% 0.5% 0. 2 % 0. 5 % 0. 9 % 2.1% 2.1% 4. 1 % 2.1% 1.6% 2.1% 0 . 9 % 1. 6 % 0.8 % 6:15:1 5:1 5:1 3: 1 3:1 3:1 3:1 3:1 3:1 3:1 5:1 4:1 8:1 3: 1 6: 1 3: 1 3: 1 2: 1 2: 1 3: 1 3: 1 5541 5540 5539 5538 5537 5538 5536 5540 55 4 5 55 4 0 5535 55 3 5 55 3 3 5530 5535 5535 554 2 5541 554 0 5538 55 4 7 55 4 6 5545 554 3 554 2 554 1 554 0 553 9 55 3 8 553 7553 6 553 5 5 5 3 7 55 3 6 553 5 55 3 4 55 3 3 55 3 2 REF: SHEET 15 FOR STORM SEWER INFORMATION REF: SHEET 14 FOR STORM SEWER INFORMATION SPILL CURB CATCH CURB CATCH CURB SPILL CURB CATCH CURB SPILL CURB CATCH CURB SPILL CURB 41.45 TBC 41.23 TBC 41.18 FL 41.46 WALK 4 0 . 9 4 TBC 554 8 5549 E ET SAND/OIL SAND/OIL CO CO CO CO V-DITCH WITH 2:1 FORSLOPE 3:1 BACKSLOPE MATCHLINE 4 1 . 0 0 FL 41.87 FL 45. 5 0 FL 46 . 3 0 FL 43. 7 7 FL 48.74 FL 49.12 FL 45.86 X F M R 0.5% 0 . 9 % 3:1 3:1 5550 Graphic Scale In Feet: 1" = 30' 0 15 30 60 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - G r a d i n g P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 5 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Grading Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 19 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Grading Plan Va n t a g e A v i a t i o n Title: LEGEND LIMITS OF BUILDING LIMITS OF CONCRETE PAD & SNOW MELT LIMITS OF CONCRETE PAD LANDSCAPE AREAS 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 CO CO CO 750.6 SF OF ECB 707 SF OF ECB MATCHLINE 5,331 SF OF ECB ECB ECB ECB OP IP IP OP IP SR SR SR OP ECB 1,321 LF OF EROSION LOG SW 648 LF OF EROSION LOG SW 236 LF OF EROSION LOG SW 62 LF OF EROSION LOG SW 5540 5537 5538 5539 5541 5542 55 4 0 55 3 7 55 4 1 5 5 4 1 5 5 4 1 5 5 4 0 5 5 3 9 5 5 4 0 5 5 3 8 55 4 5 554 0 5539 5538 553 7 55 3 6 55 3 5 55 3 3 55 3 0 5541 554 2 SW SW LIMITS OF DISTURBANCE = 310,709 SF (1.35 ACRES) 5,331 SF OF ECB MATCHLINE VTC CWA ECB SR SW 1,321 LF OF EROSION LOG Graphic Scale In Feet: 1" = 30' 0 15 30 60 i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - E r o s i o n C o n t r o l P l a n . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Erosion Control Plan KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 20 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Erosion Control Plan Va n t a g e A v i a t i o n Title: LEGEND LIMITS OF DISTURBED AREA LIMITS OF STAGING AND STORAGE AREA EROSION LOG EROSION CONTROL NOTES: 1.EROSION LOGS TO BE INSTALLED AT ALL TO OF FILL SLOPES AND STOCKPILE AREAS. 2.EROSION LOG TO REMAIN IN PLACE UNTIL SITE IS RESTORED AND VEGETATION ESTABLISHED. 3.PROVIDE INLET/OUTLET PROTECTION FOR ALL CULVERTS (NEW AND EXISTING) USING EROSION LOGS. 4.TOPSOIL (4") AND SEED ALL NEWLY GRADED CUT AND FILL SLOPES AND OTHER DISTURBED AREAS. SEED MIX TO BASED ON GARFIELD COUNTY CRITERIA. 5.VEHICLE TRACKING PADS TO BE INSTALLED AT ALL SITE ENTRANCES ACCORDING TO DETAIL. 6.SOIL RETENTION BLANKET TO BE PLACED ON ALL SLOPES 2:1 OR GREATER. 7.STAGING AND STORAGE AREA LOCATED ON EROSION CONTROL PLAN. 8.TIRES OF ALL VEHICLES SHALL BE CLEANED PRIOR TO ASPHALT ACCESS. 9.FOR QUANTITIES, EACH EROSION LOG OUTLET AND INLET PROTECTION IS ASSUMED TO BE 10 AND 20 FEET LONG, RESPECTIVELY. 10.ALL DISTURBED AREAS AND SOIL STOCKPILE SHALL BE SURFACE ROUGHENED, MULCHED, OR SEEDED AND MULCHED. OR OTHERWISE PROTECTED FROM EROSIVE FORCES IF THEY WILL REMAIN EXPOSED AND INACTIVE FOR PERIODS LONGER THAN FOURTEEN (14) DAYS, OR IF SOIL WILL BE EXPOSED DURING WINTER, SO EROSION WILL NOT OCCUR DURING SPRING SNOW MELT. DISTURBED AREAS SHALL BE MULCHED, OR SEEDED AND MULCHED WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED. GRASS OR STRAW MULCH SHALL BE CRIMPED IN PLACE. ON SLOPES STEEPER THAN TWENTY (20) PERCENT, OR WITHIN FIFTY (5) FEET OF ANY WATER BODY. EXPOSED SOILS SHALL BE HYDROMULCHED OR COVERED WITH NETS OR MATS. 11.SEE EROSION CONTROL MEASURE NOTES ON SHEET 21, 22. LIMITS OF EROSION CONTROL BLANKETECB SW IP OP CD SR INLET PROTECTION OUTLET PROTECTION ROCK CHECK DAM SURFACE ROUGHENING S&S LDA VTC VEHICLE TRACKING PAD 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 RIPRAP D50=6", BURY 6" DEEP USE NATIVE MATERIALS AS POSSIBLE INSTALL RIPRAP 1X PIPE DIA. ABOVE PIPE HEADWALL PIPE DIA. PER PLAN PIPE DIA. PER PLAN FES PER PLAN RIPRAP D50=6", BURY 6" DEEP USE NATIVE MATERIALS AS POSSIBLE INSTALL RIP RAP 1X ABOVE PIPE DIA. 1' M I N . 3' MIN. CULVERT RIP RAP PROTECTION DETAIL PLAN PROFILE OP NOTE: DEPTH OF RIP RAP AND SIZE IS SHOWN AS TEMPORARY. REFERENCE DRAWINGS FOR SPECIFIC DEPTH AND DIMENSIONS WHEN PROVIDED. SECTION A SR SURFACE ROUGHENING INSTALLATION NOTES 1.SURFACE ROUGHENING SHALL BE PROVIDED ON ALL FINISHED GRADES (SLOPES AND "FLAT" AREAS) WITHIN 2 DAYS OF COMPLETION OF FINISHED GRADE (FOR AREAS NOT RECEIVING TOPSOIL) OR WITHIN 2 DAYS OF TOPSOIL PLACEMENT. 2.AREAS WHERE BUILDING FOUNDATIONS, PAVEMENT, OR SOD IS TO BE PLACED WITHIN 7-DAYS OF FINISHED GRADING DO NOT NEED TO BE SURFACE ROUGHENED. 3.DISTURBED SURFACES SHALL BE ROUGHENED USING RIPPING OR TILLING EQUIPMENT ON THE CONTOUR OR TRACKING UP AND DOWN A SLOPE USING EQUIPMENT TREADS. SURFACE ROUGHENING MAINTENANCE NOTES 1.THE SWMP MANAGER SHALL INSPECT THE SURFACE ROUGHENING WEEKLY, DURING AND AFTER ANY STORM EVENT AND MAKE REPAIRS OR CLEAN OUT UPSTREAM SEDIMENT AS NECESSARY. 2.VEHICLES AND EQUIPMENT SHALL GENERALLY BE CONFINED TO ACCESS DRIVES AND SHALL NOT BE DRIVEN OVER AREAS THAT HAVE BEEN SURFACE ROUGHENED. 3.IN NON-TURF GRASS FINISHED AREAS, SEEDING AND MULCHING SHALL TAKE PLACE DIRECTLY OVER SURFACE ROUGHENED AREAS WITHOUT FIRST SMOOTHING OUT THE SURFACE. 4.IN AREAS NOT SEEDED AND MULCHED AFTER SURFACE ROUGHENING, SURFACES SHALL BE RE-ROUGHENED AS NECESSARY TO MAINTAIN GROOVE DEPTH AND SMOOTH OVER ANY RILL EROSION. SR FURROWS 2" TO 4" DEEP PARALLEL TO CONTOURS 6" MIN. TOPSOIL LAYER, TYP. APPROXIMATE FINISHED GRADE SCALE: N.T.S SURFACE ROUGHING DETAIL AT PIPE OUTLET AREAS OF STREAMS AND DRAINAGE CHANNELS - DETAIL A IN DIVERSION DITCH OR SMALL DITCH DRAINAGE WAY - DETAIL C OUTSIDE OF STREAMS AND DRAINAGE CHANNELS - DETAIL B 1 ≤3 THE BLANKET SHALL BE EXTENDED TO THE TOP OF CHANNEL ECB TOP OF CHANNEL BANK JOINT ANCHOR TRENCH, (TYP.) PERIMETER ANCHOR TRENCH, (TYP.) TYPE OF BLANKET AS INDICATED IN PLAN VIEW, IN ALL DISTURBED AREAS OF STREAMS AND DRAINAGE CHANNELS TO DEPTH "D" ABOVE CHANNEL INVERT. BLANKET SHALL GENERALLY BE ORIENTED PARALLEL TO FLOW DIRECTION STAKING PATTERN SHALL MATCH BLANKET TYPE. OVERLAPPING JOINT, SEE DETAIL THIS SHEET STAGGER OVERLAPS PER MANUFACTURE SPEC OR TYPE 1 STAKING SEE THE STAKING PATTERN DETAIL NEXT SHEET PERIMETER ANCHOR TRENCH SEE DETAIL THIS SHEET DIVERSION DITCH (TYP.) AT TOP OF SLOPE BLANKET SHALL BE 100% STRAW MIN. TYPE OF BLANKET, INDICATED IN PLAN VIEW PER MANUFACTURE SPEC OR TYPE 2 OR 3 STAKING (MATCH SPECIFIED BLANKET TYPE) SEE THE STAKING PATTERNS ON NEXT SHEET PERIMETER ANCHOR TRENCH, (TYP.) JOINT ANCHOR TRENCH, (TYP.) "M" COMPACTED SUBGRADE 6" T O P S O I L "D " 6" T O P S O I L UNDISTURBED SOIL PERIMETER ANCHOR TRENCH JOINT ANCHOR TRENCH INTERMEDIATE ANCHOR TRENCH OVERLAPPING JOINT FLOW ECB WOOD STAKE DETAIL MINIMUM THICKNESS 1" USE 2 x 4 MATERIAL FOR STAKES EROSION CONTROL BLANKET (TYP.) COMPACTED BACKFILL (TYP) 3" MIN. (TYP) SINGLE EDGE 6" MI N . (T Y P ) WOOD STAKE LOOP FROM MIDDLE OF ROLL 1' - 0 " M I N . 3" MIN. TWO EDGES OF TWO ADJACENT ROLLS 0.50 EROSION CONTROL BLANKET ANCHOR DETAILS ECBEROSION CONTROL BLANKET NOTES EROSION CONTROL BLANKET INSTALLATION NOTES 1.SEE PLAN VIEW FOR: - LOCATION OF PERIMETER OF EROSION CONTROL BLANKET. - TYPE OF BLANKET (STRAW, STRAW-COCONUT, COCONUT, OR EXCELSIOR). - AREA "A" IN SQUARE YARDS OF EACH TYPE OF BLANKET. 2.ALL EROSION CONTROL BLANKETS AND NETTING SHALL BE MADE OF 100% NATURAL AND BIODEGRADABLE MATERIAL; NO PLASTIC OR OTHER SYNTHETIC MATERIAL, EVEN IF PHOTO DEGRADABLE, SHALL BE ALLOWED. 3.IN AREAS WHERE EROSION CONTROL BLANKET IS SHOWN ON THE PLANS, THE PERMITTEE SHALL PLACE TOPSOIL AND PERFORM FINAL GRADING AND MULCHING. SUBGRADE SHALL BE SMOOTH AND MOIST SEEDING GRADING, SURFACE PREPARATION, AND SEEDING BELOW THE CONTACT PRIOR TO BLANKET INSTALLATION AND THE BLANKET SHALL BE IN FULL WITH SUBGRADE, NO GAPS OR VOIDS SHALL EXIST UNDER THE BLANKET. 4.PERIMETER ANCHOR TRENCH SHALL BE USED AT OUTSIDE PERIMETER OF ALL BLANKET AREAS. 5.JOINT ANCHOR TRENCH SHALL BE USED TO JOIN ROLLS OF BLANKETS TOGETHER (LONGITUDINALLY AND TRANSVERSELY) FOR ALL BLANKETS EXCEPT STRAW, WHICH MAY USE AN OVERLAPPING JOINT. 6.INTERMEDIATE ANCHOR TRENCH SHALL BE USED AT SPACING OF ONE-HALF THE ROLL LENGTH FOR COCONUT AND EXCELSIOR BLANKETS. 7.THE OVERLAPPING JOINT DETAIL SHALL BE USED TO JOIN ROLLS OF BLANKETS TOGETHER FOR BLANKETS ON SLOPES. 8.MATERIAL SPECIFICATIONS OF EROSION CONTROL BLANKET SHALL CONFORM TO TABLE??. 9.ANY AREAS OF SEEDING AND MULCHING DISTURBED IN THE PROCESS OF INSTALLING EROSION CONTROL BLANKET SHALL BE RESEEDED AND MULCHED. 10.DETAILS ON DESIGN PLANS FOR MAJOR DRAINAGEWAY STABILIZATION WILL GOVERN IF DIFFERENT FROM ONES SHOWN HERE EROSION CONTROL BLANKET MAINTENANCE NOTES: 1.THE SWMP MANAGER SHALL INSPECT EROSION CONTROL BLANKETS WEEKLY, DURING AND AFTER ANY STORM EVENT AND MAKE REPAIRS AS NECESSARY. 2.EROSION CONTROL BLANKET IS TO BE LEFT IN PLACE UNLESS REQUESTED TO BE REMOVED BY THE LOCAL JURISDICTION. 3.ANY EROSION CONTROL BLANKET PULLED OUT, TORN, OR OTHERWISE DAMAGED SHALL BE REINSTALLED. ANY SUBGRADE AREAS BELOW THE BLANKET THAT HAVE ERODED TO CREATE A VOID UNDER THE BLANKET, OR THAT REMAIN DEVOID OF GRASS SHALL BE REPAIRED, RESEEDED AND MULCHED AND THE EROSION CONTROL BLANKET REINSTALLED. EROSION CONTROL BLANKET TYPE TABLE TYPE COCONUT CONTENT STRAW CONTENT EXCELSIOR CONTENT NETTING MIN. STRAW*--------DOUBLE/NATURAL STRAW-COCONUT 30% MIN.70% MAX.----DOUBLE/NATURAL COCONUT 100%--------DOUBLE/NATURAL EXCELSIOR --------100%DOUBLE/NATURAL * FOR OUTSIDE OF STREAMS AND DRAINAGE CHANNELS ECB SCALE: 1/8" = 1'-0" STAKING PATTERN DETAILS STRAW-COCONUT COCONUT OR EXCELSIOR STRAW SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATION. IF NO MANUFACTURER'S SPECIFICATION IS AVAILABLE USE THE ACCEPTABLE STAKING PATTERN (AS SHOWN ABOVE) 3' 6' 1/2 "W" 1/2 "W" 3' 6' PERIMETER ANCHOR TRENCH OR JOINT ANCHOR TRENCH (TYP.) ROLL WIDTH "W" (TYP.)1/2" "W" 4' 2' 1/2 "W" 1/2 "W" PLAN VIEW 10 F T . 10 FT. 12 F T . * MI N . EX I S T I N G G R O U N D AGGREGATE EXISTING PAVEMENT *SHALL EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION. EXISTING GROUND GEOTEXTILE EROSION CONTROL (CLASS 2) EXISTING PAVEMENT (DEPTH VARIES) 70 FT. MIN. 6 IN. MIN. 12 FT. IN. 6 IN. MIN. EXISTING GROUND GEOTEXTILE EROSION CONTROL (CLASS 2) B B ELEVATION SECTION SECTION B-B VEHICLE TRACKING PAD NOTES: 1.THE CONTRACTOR SHALL PROTECT CURB AND GUTTER THAT CROSSES THE ENTRANCE FROM DAMAGE WHILE NOT BLOCKING FLOW OF WATER THRU STRUCTURE. PROTECTION OF THE CURB AND GUTTER SHALL BE INCLUDED IN THE COST OF WORK AND NOT PAID FOR SEPARATELY. 2.ALL MATERIALS AND LABOR TO COMPLETE THE VEHICLE TRACKING PAD SHALL BE INCLUDED IN THE COST OF WORK AND NOT PAID FOR SEPARATELY. VTC STAKES APPROXIMATELY 90° TO EACH OTHER (TYP) TRENCH LOG INTO GRADE 2 IN. (TYP.) F L O W 5 FT. TO 10 FT. NOTE: THE TOPS OF ALL STAKES SHALL NOT EXTEND MORE THAN 2 INCHES ABOVE THE TOPS OF EROSION LOGS. NOTES: 1.EROSION LOGS USED AT TOE OF SLOPE SHALL BE PLACED 5-10 FT. BEYOND TOE OF SLOPE TO PROVIDE STORAGE CAPACITY. 2.EROSION LOGS SHALL BE PLACED ON THE CONTOUR WITH ENDS FLARED UP SLOPE. EROSION LOG TOE OF SLOPE PROTECTIONSW i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 21 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 1 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 BERM BE R M A A CWA BE R M PLASTIC CONSTRUCTION FENCE LIMIT OF BERM EXISTING GROUND IMPERMEABLE SYNTHETIC LINER AS NEEDED TEMPORARY BERM 2:1 (TYP.) ANCHOR TRENCH EXCAVATED AREA PLASTIC CONSTRUCTION FENCE 9 FT. MIN 4 FT. MIN 15 F T . MI N EXCAVATED AND CONTAINMENT AREA 3:1 RAMP TRUCK ACCESS MAXIMUM STORAGE IS 2 3 OF VOLUME AREA 18 I N . MI N 3 FT. MIN. CONCRETE WASHOUT STRUCTURE DETAIL PLAN VIEW NOTES: 1.A FENCE (PLASTIC) SHALL BE INSTALLED AROUND THE CONCRETE WASHOUT AREA EXCEPT AT THE OPENING. 2.ALL MATERIALS AND LABOR TO COMPLETE THE CONCRETE WASHOUT STRUCTURE SHALL BE INCLUDED IN THE COST OF WORK AND NOT PAID FOR SEPARATELY. 3.THE BOTTOM OF EXCAVATION SHALL BE A MINIMUM OF FIVE FEET ABOVE GROUND WATER. AA BERM BE R M BE R M 2 FT. MIN. 4 FT. MIN. 5 FT. MIN. 4 FT. MIN. 5 FT. MIN. 2 FT. MIN. 3 F T . * EDGE OF TRAVELED WAY AGGREGATE BAG AGGREGATE BAGMANHOLE CURB INLET FACE OF CURB EDGE OF ROADWAY 30°30° THE TOPS OF AGGREGATE BAGS SHALL ALWAYS BE 1 IN. BELOW THE HEIGHT OF THE ADJACENT CURB AGGREGATE BAGS SHALL BE PLACED TIGHTLY AGAINST CURB FACE AND SHALL BE PLACED 5 FT. MIN UPSTREAM FROM THE INLET OPENING (TYP.) GUTTER FLOWFLOW FL O W FL O W A A FLOW FLOW NOTE: LOCATE AGGREGATE BAGS AT THE OUTSIDE EDGE OF THE CONCRETE APRON. SECTION A-A AGGREGATE BAGS AT DROP INLET NOTE: USE AGGREGATE BAGS ONLY WHEN THERE IS A MINIMUM CLEARANCE OF 3 FEET FROM THE EDGE OF THE TRAVELED WAY (INCLUDING CONDITIONS DURING THE DETOURS) TO THE FACE OF THE CURB PLAN VIEW PLAN VIEW AGGREGATE BAGS AT STORM DRAIN INLET (TYPE 1) INLET A A MANHOLE CURB AND GUTTER STORM DRAIN INLET PROTECTION 1'-0"1'-0" FL O W PLAN VIEW FLOW STORM DRAIN INLET PROTECTION CURB INLET FILTERED FLOW OVERFLOW SECTION A-A STORM DRAIN INLET PROTECTION (TYPE I) NOTES: 1.INLET PROTECTION DEVICE SHALL EXTEND 12 IN. PAST EACH END OF THE INLET. 2.FOR STORM DRAIN INLET TYPES I AND II, IF THERE IS A MINIMUM CLEARANCE OF 3 FEET FROM THE EDGE OF THE TRAVELED WAY TO THE FACE OF CURB, USE THE AGGREGATE BAGS AT STORM DRAIN INLET (TYPE) DETAIL INSTEAD. IP 6" ASPHALT PAVING GRADING SX, PG 64-10 PLACE IN TWO LIFTS (PER GEOTECHNICAL REPORT) 6" CDOT CLASS 6 AGGREGATE BASE COURSE (95% STANDARD DENSITY FOR COMPACTION) SCARIFY, MOISTURE CONDITION AND RECOMPACT NATIVE SUBGRADE AT 24" DEPTH. COMPACT TO 95% STANDARD PROCTOR DENSITY PAVING SECTION ASPHALT ROADWAY 4" ASPHALT PAVING GRADING SX, PG 64-10 PLACE IN TWO LIFTS (PER GEOTECHNICAL REPORT) 8" CDOT CLASS 6 AGGREGATE BASE COURSE (95% STANDARD DENSITY FOR COMPACTION) SCARIFY, MOISTURE CONDITION AND RECOMPACT NATIVE SUBGRADE AT 24" DEPTH. COMPACT TO 95% STANDARD PROCTOR DENSITY PAVING SECTION PARKING AND DRIVE LANE 6 1/2" CONCRETE (PER GEOTECHNICAL REPORT) 6" CDOT CLASS 6 AGGREGATE BASE COURSE (95% STANDARD DENSITY FOR COMPACTION) SCARIFY, MOISTURE CONDITION AND RECOMPACT NATIVE SUBGRADE AT 24" DEPTH. COMPACT TO 95% STANDARD PROCTOR DENSITY PAVING SECTION SERVICE RAMP PAVING 1"A A B C 4 1/2" N.T.S. 1'-6" 1' 1 1/2" 1' 6" 6" 6" BASE COURSE CONTINUED FROM STREET LEGEND FOR RADII A = 1/8" B = 1-1/2" C = 1-1/2" - 2" CURB AND GUTTER 1' PAN CDOT TYPE 2 (MODIFIED) 1/ 2 " A A B C 4 1/2" N.T.S. 1'-6" 1' 1 1/2" 1' 6" 6" 6" BASE COURSE CONTINUED FROM STREET LEGEND FOR RADII A = 1/8" B = 1-1/2" C = 1-1/2" - 2" SPILL PAN CURB AND GUTTER 1' PAN CDOT TYPE 2 (MODIFIED) i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 22 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 2 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 NOTES: 1. MINIMUM SEPARATION BETWEEN TAPS SHALL BE 18" 2. BACKFILL UNDER WYE TO BE CLASS 6 AGGREGATE BASE COURSE. 95% COMPACTION DENSITY PER ASTM D-698. SEWER SERVICE CONNECTION 4' 2' 3' (MIN) PLAN 22-1 2° LONG RADIUS BEND OR 45° BEND FOR SEWER SERVICE TAPS TO EXISTING LINES USE A FULL BODY WYE STUBOUT APPLICATIONS (NO CLEANOUT) SHALL HAVE A 3M LOCATING DISK INSTALLED AT THE END OF STUBOUT. CENTER OF WYE BRANCH TO BE PLACED IN UPPER THIRD OF SEWER MAIN SEWER LINE "PERMA-JOINT" STOP OR EQUAL- 6' STEEL FENCE POST AT END OF LINE TO 4'-0" ABOVE GROUND- PAINTED GREEN 6' STEEL FENCE POST- PAINT TOP 1' OF POST GREEN SERVICE LINE-SEE SPECIFICATIONS GRADE = 1 4" PER FOOT MIN. PVC CAP OR THREADED PLUG SDR26 PROPERTY LINE FLOW FLOW ⅊ 3' MIN. 3 0 ° 120° 30 ° A A SECTION A-A NOTE: 1. MUST BE TRAFFIC RATED IF INSTALLED IN TRAFFIC AREAS. FLOW IN LINE DRAIN CLEAN-OUT N.T.S. WHEN LOCATED IN PAVED AREA INSTALL ROAD SECTION UP TO EDGE OF PIPE AND COMPACT TO SPECIFICATIONS CLASS 6 ROADBASE BACKFILL & COMPACT TO SPECIFICATIONS 6" PVCCOMPACTED CLASS 6 (2) 22-1 2° ELBOWS OR 45° BEND BELL TYPE PLUG, WHERE REQUIRED WYE WITH 45° ELBOW (ALL BELL FITTINGS) DRAIN LINE, SEE PLAN FOR SIZE UPPER 24' OF THE VERTICAL RISER SHALL BE INSTALLED IN TRAFFIC RATED VALVE BOX, MARKED SEWER, LOCATED IN ROADWAY. PLASTIC OUTSIDE ROADWAY. NOTE: LOCATE DRAIN CLEANOUT AS SHOWN ON PLAN FLOW 45° ELBOW45° PVC WYE OR ELBOW LE N G T H V A R I E S DRAIN LINE, SEE PLAN FOR SIZE WHEN LOCATED IN PAVED AREA INSTALL ROAD SECTION UP TO EDGE OF PIPE AND COMPACT TO SPECIFICATIONS CLASS 6 ROADBASE BACKFILL & COMPACT TO SPECIFICATIONS UPPER 24' OF THE VERTICAL RISER SHALL BE INSTALLED IN TRAFFIC RATED VALVE BOX, MARKED SEWER, LOCATED IN ROADWAY. PLASTIC OUTSIDE ROADWAY. 6" PVC END LINE DRAIN CLEAN-OUT N.T.S. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 23 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 3 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 70.00' HIGH WATER = 2.0' ABOVE BOTTOM OF POND 8.00' 8.00' 3:1 SLOPE 3:1 SLOPE EXISTING GRADE FINISH GRADE (4.50' ABOVE POND BOTTOM 3:1 SLOPE 3:1 SLOPE EXISTING GRADE 6" POLYPROPYLENE BALLAST TUBE PLACED AROUND POND BOTTOM PERIMETER IN ACCORDANCE WITH LINE MANUFACTURER'S RECOMMENDATAIONS. (TYP.) ANCHOR TRENCH (SEE DETAIL) ANCHOR TRENCH (SEE DETAIL) LONGITUDINAL SECTION OF SEAT COLLECTION POND 30.00' HIGH WATER = 2.0' ABOVE BOTTOM OF POND8.00' 3:1 SLOPE EXISTING GRADE FINISH GRADE (4.50' ABOVE POND BOTTOM 3:1 SLOPE 3:1 SLOPE FINISH GRADE (4.50' ABOVE POND BOTTOM ANCHOR TRENCH (SEE DETAIL)ANCHOR TRENCH (SEE DETAIL) TRANSVERSE SECTION OF SEAT COLLECTION POND 1"=10' 1"=10' ENVIROLINER 6040 OR APPROVED EQUIVALENT PREPARED SUBGRADE SURFACE (SEE NOTE 1) 1.50'1.00' 1. 5 0 ' SUBGRADE FILL ANCHOR TRENCH WITH COMPACTED SOIL BACK FILL (SEE NOTE 1) NOTE: 1.PLACE ANCHOR TRENCH BACKFILL IN MAXIMUM 6" COMPACTED LIFTS AT 95% COMPACTION AS DETERMINED BY A STANDARD PROCTOR(ASTM D698) ANCHOR TRENCH DETAIL NOT TO SCALE NOTE: 1.DISC SUBGRADE TO A DEPTH OF 1' AND RECOMPACT TO 95% COMPACTION AS DETERMINED BY A STANDARD PROCTOR (ASTM D698) LINER SYSTEM DETAIL NOT TO SCALE 3 1 ENVIROLINER 6040 OR APPROVED EQUIVALENT SUBGRADE PIPE PENETRATION DETAIL NOT TO SCALE INFLUENT PIPE FROM DIVERSION STRUCTURE ENVIROLINER 6040 OR APPROVED EQUIVALENT SUBGRADE WELD BOOT TO ENVIROLINER 1/8"X2" BUTYL SEALANT TAPE STAINLESS STEEL CLAMP AND SILICONE SEAL 2.00' PIPE OUTFALL REINFORCEMENT, SEE NOTE 2 (EXTRUSION WELD TO ALL FOUR SIDES) TOE OF SLOPE PREPARED SUBGRADE (NOTE 1) SUBGRADE NOTE: 1.DISC SUBGRADE TO A DEPTH OF 1' AND RECOMPACT TO 95% COMPACTION AS DETERMINED BY A STANDARD PROCTOR(ASTM D698) 2.PIPE OUTFALL REINFORCEMENT SHALL BE THE SAME MATERIAL AS THE LINER. THE WIDTH SHALL BE 5' CENTERED ON THE PIPE PENETRATION. NOTE: 1.LADDER INSTALLATION SHALL BE PER THE LINER MANUFACTURER'S RECOMMENDATIONS HDPE SAFETY LADDER DETAIL NOT TO SCALE HDPE EMBED STRIP 24" LONG (TYP) 18" (T Y P . ) ENVIROLINER 6040 OR APPROVED EQUIVALENT EXTRUSION WELD TO ALL FOUR SIDES EXTRUSION WELD TO ALL FOUR SIDES i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 24 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 4 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 5. 0 0 ' 9.50' 18" HDPE OUTFALL PIPE TO DITCH 8" PVC TO SEAT COLLECTION POND 6" PVC TO GLYCOL WASTE TANK INSTALL HEAT TRACE AROUND FIRST 18" OF PIPE AND VALVE 8" GATE VALVE, SEE NOTE 4 8" D.I.P. SEE NOTE 3 6" D.I.P., SEE NOTE 3 6" GATE VALVE, SEE NOTE 4 INSTALL HEAT TRACE AROUND FIRST 18" OF PIPE AND VALVE PIPE CLAMP PIPE CLAMPADJUSTABLE GUIDE 4" GATE VALVE SEE NOTE 2 4" D.I.P. SEE NOTE 3 #4@12" EA. DIR, CTRD. ON 6" WALL (EPOXY COATED)18" R.C.P. FROM DEICING PAD DIVERSION STRUCTURE - PLAN 1"=4' DIVERSION STRUCTURE - SECTION 1"=4' 18" HDPE OUTFALL PIPE TO DITCH TO GLYCOL TANK 8" PVC TO SEAT POND NOTES: 1. DIVERSION STRUCTURE: 1.1.CDOT TYPE D INLET (M-604-11) WITH CLOSE MESH GRATES. 1.2.ASSURE SURROUNDING GRADE SLOPES AWAY FROM STRUCTURE AT 2% FOR 5' MIN. 2.4" GATE VALVE: 2.1.SUPPORT VALVE WITH PIPE ANCHOR. 2.2.VALVE STEM TO EXTEND THROUGH STRUCTURE GRATE WITH HAND WHEEL SET 36" ABOVE STRUCTURE RIM ELEVATION. 2.3.SECURE VALVE STEM WITH ADJUSTABLE GUIDE ANCHORED TO STRUCTURE WALL. 3.3", 6" AND 8" D.I.P. WITH FLANGED CONNECTION TO GATE VALVE AT AN INV. OF 5532.43 4.6' AND 8" GATE VALVES: 4.1.DIRECT BURY VALVE AND PLACE ON 6" THICK GRANULAR BEDDING OR SUPPORT BLOCK ON NATIVE UNDISTURBED GROUND 4.2.PROVIDE VALVE BOX TO A HEIGHT OF 6" ABOVE TOP OF STRUCTURE 4.3.PROVIDE A VALVE KEY TO 36" ABOVE TOP OF STRUCTURE 5.INSTALL A VARMINT SCREEN TO 6' AND 8" INLET PIPE OPENINGS (USE G-O-N BIRD SCREEN OR EQUAL) STEPS INV. STR.= 5532.10 4" SECOND STAGE CONCRETE 3. 1 0 ' 4.00' 3. 0 0 ' VALVE KEY(S) MANUAL VALVE 9.50' TOP OF STRUCTURE = 5536.50 CLOSE MESH GRATE 7.00' #6 @ 12" o.c. EACH DIR. (EPOXY COATED) T.O. CONC= 5532.29 1. 5 0 ' 12" HOOK ON VERTICAL BARS (TYP.) (EPOXY COATED) 6" (TYP.) INV. OUT 18" RCP= 5532.62 CONCRETE DEICING/RAMP PAVING AIRPORT HEAVY DUTY FRAME AND OPEN SLOTTED GRATE (GALVANIZED) NEENAH R-3475-F OR APPROVED EQUAL. CAPABLE OF SUPPORTING WHEEL LOAD WITH TIRE PRESSURE OF 250 PSI OVER ITS ENTIRE AREA AND PROOF LOAD TESTED TO 200,000 LBS #6 @ 12" o.c. EACH DIR. (EPOXY COATED) 11 " (T Y P . ) 8" 4" SECOND STAGE CONCRETE EMBED PVC LADDER RUNG 12" (TYP.) SLOPE 3" 3 3 4" 2.67' 4.67' 5.67' 1. 5 0 ' 18" RCP TO DIVERSION STRUCTURE T.O. CONC= 5532.29 T.O. GRATE= 5536.85 CONCRETE DEICING/RAMP PAVING 4:1 T.O. GRATE= 5536.85 NOTE: LADDER RUNGS NOT SHOWN (THIS VIEW) 6.00' 6.00' 4. 6 7 ' AIRPORT HEAVY DUTY FRAME AND OPEN SLOTTED GRATE (GALVANIZED) NEENAH R-3475-F OR APPROVED EQUAL. CAPABLE OF SUPPORTING WHEEL LOAD WITH TIRE PRESSURE OF 250 PSI OVER ITS ENTIRE AREA AND PROOF LOAD TESTED TO 200,000 LBS TO DI V E R S I O N ST R U C T U R E 18" RCP B - A - DEICING PAD DRAIN INLET - PLAN 1"=2' A - B - SECTION 1"=2' SECTION 1"=2' SECOND STAGE CONCRETE 12" (TYP.) NOTES: 1.THE STRUCTURE SHOWN ON THE DRAWINGS HAVE BEEN DESIGNED FOR STABILITY UNDER FINAL CONDITIONS ONLY. THESE PLANS DO NOT INCLUDE THE NECESSARY COMPONENTS OR EQUIPMENT FOR THE STRUCTURES STABILITY DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO CONSTRUCTION ERECTION METHODS, BRACING SHORING, RIGGING, GUYS, SCAFFOLDING, FORM WORK, AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM THE WORK SHOWN. 2.ALL CAST IN PLACE CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4500 PSI, EXCEPT WHERE SPECIFICALLY INDICATED OTHERWISE. 3.REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, EPOXY COATED. FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP-1 "MANUAL OF STANDARD PRACTICE" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL, CONCRETE FOR BUILDING". 4.THE CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL OPENINGS, CURBS, DOWELS, SLEEVES, BOLTS AND INSERTS PRIOR TO PLACEMENT OF CONCRETE. 5.ALL WALL CORNER AND WALL INTERSECTION REINFORCEMENT BARS SHALL BE CONTINUOUS AROUND CORNERS AND THROUGH COLUMNS OR PILASTERS. REINFORCEMENT SHALL BE EXTENDED INTO CONNECTING WALLS AND LAPPED ON THE OPPOSITE FACE OF TE CONNECTING WALLS. 6.A PRECAST CONCRETE STRUCTURE WILL BE CONSIDERED AS AN ALTERNATE TO THE CAST IN PLACE STRUCTURES SHOWN, PROVIDED IT IS DESIGNED BASED ON THE FOLLOWING: 6.1.WHEEL LOADS SHOLD BE BASED ON THE DESIGN AIRCRAFT WHEEL LOADS ASSUMING 95% OF THE TAXI WEIGHT IS DISTRIBUTED TO THE REAR LANDING GEAR. 6.2.LATERAL EARTH LOADS FROM WHEEL LOADS ADJACENT TO THE STRUCTURE SHOULD BE CALCULATED USING NAVFAC DM-7.2, FIGURE 11. POSITION THE WHEELS TO OBTAIN THE MAXIMUM FORCES IN THE STRUCTURE. 6.3.DESIGN OF THE STRUCTURE SHALL CONSIDER AND AIRCRAFT BREAKING FORCE EQUAL TO 0.7G. 6.4.THE STRUCTURE DESIGN SHALL TAKE INTO CONSIDERATION ANY JOINTS IN THE STRUCTURE. PROPER CONSIDERATION, SUPPORTED BY CALCULATIONS, SHALL BE GIVEN TO THE LOAD TRANSFER ACROSS ANY JOINTS. 6.5.REINFORCED CONCRETE DESIGN MAY BE BASED ON ULTIMATE STRENGTH PROCEDURES AS DEFINED IN ACI 318-89. CRACK CONTROL SHALL BE CONSIDERED IN THE DESIGN OF THE STRUCTURE BY LIMITING THE VALUE OF "Z", AS DEFINED IN PARAGRAPH 10.6.4 OF ACI 318-89 TO 95. 6.6.SUBMIT CALCULATIONS SUPPORTING THE COMPLETE DESIGN OF THE PRECAST STRUCTURE. CALCULATIONS AND DRAWINGS SHALL BE SIGNED SEALED BY AN ENGINEER REGISTERED IN THE STATE OF COLORADO. 6.7.ALL STRUCTURES ARE AIRCRAFT RATED AND SHALL BE PROVIDED WITH A NEENAH R-3492 SERIES COVER OR EQUAL. THE COVER SHALL BE CAST FLUSH WITH THE TOP OF THE STRUCTURE SLAB. THE STRUCTURE COVERS SHALL MEET THE REQUIREMENTS OF FAA A/C 150/5320-6 LATEST EDITION. THE MANUFACTURER SHALL CERTIFY THAT THE COVER IS RATED TO MEET OR EXCEED THE REQUIREMENTS OF FAA A/C 150/5320-6 LATEST EDITION, FOR 250 PSI UNIFORMLY DISTRIBUTED OVER THE CASTING. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 25 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 5 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 B - A -1"=2' B - GLYCOL SECTION 1"=2' A - DEICING PAD DRAIN INLET - PLAN 1"=2' 17.71' 8.00' 8. 0 0 ' 8. 0 0 ' SECONDARY BACKFILL MATERIAL SHALL BE CLEAN NATIVE SOIL OR SAND OR GRAVEL THAT CAN PASS THROUGH A 1" SEIVE. COMPACTED TO 85% STANDARD POCTOR DENSITY PER INSTALLATION INSTRUCTIONS PRIIMARY BACKFILL MATERIAL SHALL BE ROUNDED STONE ASTMC 33 (SIZE NUMBERS 6, 67, OR 7) OR CRUSHED STONE ASTM C33 (SIZE NUMBER 7 OR 8) ANCHOR STRAPS 12"X12" DEADMAN TANK MONITORING SYSTEM 4" CONCRETE WORKING SLAB FINISHED GRADE FILTER FABRIC (MIRAFI 140N) WITH MIN. 12" OVERLAPS AT JOINTS, ONTO TANK, AND EXCAVATIONS SURFACE GLYCOL SECTION TANK LEVEL MONITORING PANEL UNISTRUT RACK MANWAY WITH RISER 6" PVC PIPE FROM DIVERSION STRUCTURE INV. IN TO TANK 5531.43 12"X12" DEADMAN ANCHOR STRAPS ANCHOR STRAPS TANK MONITORING SYSTEMFINISH GRADE 17.71' 8. 0 0 ' 3. 0 0 ' 2. 5 0 ' 6" PVC PIPE FROM DIVERSION STRUCTURE MANWAY WITH RISER 3.00'1.83' 4. 0 0 ' 1.00' TANK LEVEL PROBE CONNECTION. PROBE BY OMNTEC L-2 SERIES WITH STAINLESS STEEL FLOAT AND THREE SENSOR POSITIONS TANK MONITORING SYSTEM TANK LEVEL PANEL BY ONMTEC MODEL LU3. PROVIDE 3 LEVEL INDICATING LIGHTS. GREEN LIGHT BELOW 70% AMBER LIGHT ABOVE 70% REDLIEGHT ABOVE 90% PROVIDE NEMA 4X ENCLOSURE NOTES: 1.DIMENSION FOR TANK ARE APPROXIMATE. ACTUAL DIMENSIONS SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 2.PROVIDE 5,000 GALLON FRP TANK SUITABLE FOR GLYCOL COLLECTION AS MANUFACTURED BY XERXES OR EQUAL. TANK SHALL BE PROVIDED WITH 6" INLET NOZZEL, 4" NOZZLE WITH INTERNAL DOWN PIPE, AND 4" FLANGED CONNECTION FOR TANK LEVEL MONITORING PROBE. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 26 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 6 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 REF: SHEET 24 ROAD/PAVING SECTIONS FOR ACTUAL MINIMUM ASPHALT AND ROAD BASE DEPTHS. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 27 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 7 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25 NOTE: THIS DETAIL ADDED IN CASE AN EXTERIOR METER PIT IS DESIRED FOR WATER METER INSTALLATION, COORDINATE WITH CITY AS TO WHETHER EXTERIOR OR INTERIOR METER IS TO BE PROVIDED ALONG WITH SPECIFIC DETAILS FOR INSTALLATION BEYOND WHAT IS SHOWN BELOW. CONTRACTOR TO ADJUST MINIMUM BEARING SURFACE AREA TO ACCOMODATE THE ON SITE 2500 PSF SOILS. (IE:INCREASE AREAS BY 20%) WATER LINE TO EXTEND 3' ABOVE CONCRETE FINISH FLOOR AND THEN INSTALL STOP AND WASTE VALVE. NOTE: THIS DETAIL ADDED IN CASE AN EXTERIOR METER PIT IS DESIRED FOR WATER METER INSTALLATION, COORDINATE WITH CITY AS TO WHETHER EXTERIOR OR INTERIOR METER IS TO BE PROVIDED ALONG WITH SPECIFIC DETAILS FOR INSTALLATION BEYOND WHAT IS SHOWN BELOW. NOTE: THIS DETAIL ADDED IN CASE AN EXTERIOR METER PIT IS DESIRED FOR WATER METER INSTALLATION, COORDINATE WITH CITY AS TO WHETHER EXTERIOR OR INTERIOR METER IS TO BE PROVIDED ALONG WITH SPECIFIC DETAILS FOR INSTALLATION BEYOND WHAT IS SHOWN BELOW. i: \ 2 0 2 4 \ 2 0 2 4 - 3 4 6 - v a n t a g e a v i a t i o n - r i f l e a i \ 0 0 1 - c i v i l \ H - D w g s \ C i v i l \ p s - s h e e t s e t \ A 5 - A 6 \ A 5 & A 6 - D e t a i l s . d w g P l o t t e d : 5/ 5 / 2 0 2 5 1 1 : 0 6 A M B y : Za c h W o l k e n Re v i s i o n # Dwg No. Job No. Drawn by: Print Date: File: PE:QC: 2024-346 ZW 03/31/2025 JS A5&A6-Details KM 11 8 W e s t S i x t h S t r e e t , S u i t e 2 0 0 Gl e n w o o d S p r i n g s , C O 8 1 6 0 1 97 0 . 9 4 5 . 1 0 0 4 ww w . s g m - i n c . c o m Da t e By : 28 Of : Pr o j e c t M i l e s t o n e : 28 FO R B U I L D I N G P E R M I T Lo t A - 5 & A - 6 G a r f i e l d C o u n t y A i r p o r t Details 8 Va n t a g e A v i a t i o n Title: 1 RE V I S E D P E R A D D E N D U M # 1 . 3/ 3 1 / 2 5 JS S 2 FI N A L B I D D I N G S E T . 5/ 5 / 2 5 05/13/25