HomeMy WebLinkAboutMONTAVA - PHASE D CORE AND IRRIGATION POND - BDR240006 - SUBMITTAL DOCUMENTS - ROUND 3 - Responses (8) z
MONTAVA NON � POT PUMP STATION UTILITY PLANS FOR
z it
SITUATE IN THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 8 NORTH, Co Ld
w
RANGE 68 WEST, OF THE 6TH P.M;
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
JULY 2024 Q
0
LEGEND ABBREVIATIONS INDEX TO PLANS IMI III
DRAWN
® EXISTING FIRE HYDRANT AC-FT ACRE FEET RFB
ASSY.
COVER SHEET 1 CHECKED
B.0 BLOW OFF JFs
,RICHARDS LAKE RD. EXISTING 5' CONT. B.V.C. BEGIN VERTICAL CURVE
®® DESIGNED
EXISTING 1' CONT. DIA DIAMETER GENERAL NOTES 2 RFB
ESMT EASEMENT
MM M EXISTING RIGHT-OF-WAY - - E.V.C. END VERTICAL CURVE FILENAME
FES FLARED END SECTION 0005_COVER
EXISTING CABLE TV TV F.H. FIRE HYDRANT SITE PLAN 3
FL FLOW LINE
FIG FINISHED GRADE p,00 L/c
EXISTING ELECTRIC —E E GTV GATE VALVE GRADING & EROSION CONTROL PLAN 4-5 p��'••N••• JP�'
EXISTING FIBER OPTIC FO H. P E HIGH DENSITY POLYETHYLENE PIPE
EXISTING GAS —G G IN INCH UTILITY PLAN 6-9
INV INVERT
EXISTING IRRIGATION I I L LEFT
L.F. ZEAL FEET � ••'•'•••�G`�
EXISTING OVERHEAD ELECTRIC OHE LP LOW POINT STORM PLAN 8c PROFILES 10 S�ONALE
®® EU M.H. MANHOLE
EXISTING SANITARY SEWER SS____0_ MIN. MINIMUM MONTAVA IRRIGATION LATERAL 11 -17
MRJ (ABBR) MECHANICALLY RESTRAINED JOINT
PROJECT EXISTING STORM DRAIN N.T.S. NOT TO SCALE
P.C. POINT OF CURVATURE NON—POT SYSTEM MAP 18
LOCATION EXISTING TELEPHONE —T T P.C.R. POINT OF CURVE RETURN
P.I. POINT OF INTERSECTION
EXISTING UTILITY PEDESTAL/VAULT FO P.R.C. POINT OF REVERSE CURVE
P.T. POINT OF TANGENCY NON—POT PLAN & PROFILES 19
EXISTING WATER W/ VALVE W P.V.C. POLY VINYL CHLORIDE (PIPE)
P.V.I. POINT OF VERTICAL INTERSECTION
EXISTING EASEMENT PKG PARKING CONSTRUCTION DETAILS 20-25
LLj R RADIUS Z
Z PROPOSED EASEMENT - - - - - - - - R.O.W. RIGHT OF WAY O
J N SEWER SANITARY SEWER PUMP HOUSE BUILDING 26
PROPOSED RIGHT-OF-WAY
S SLOPE
w MOUNTAIN VISTA DR I - - STA. STATION VAULT LAYOUT 27 ~
m � PROPOSED 1' CONTOUR ��s2r ST-X STORM SEWER Q
T.B. THRUST BLOCK
0 T.O.P. TOP OF PIPE
PROPOSED 5 CONTOUR 492s T.R.M. TURF REINFORCEMENT MAT STRUCTURAL PLANS 28-37 (S1 —S10) co
PROPOSED FLOW ARROW TYP. TYPICAL
z TOP OF FOUNDATION ELEVATION T OF=51.1 3 W/L WATER LINE
V.C. VERTICAL CURVE W
0 FINISHED GRADE F.G.=50.63 I.IJ
PROPOSED IRRIGATION LINE
0 CD
PROPOSED IRRIGATION SERVICE
_ O
PROPOSED STORM LINE W/MANHOLE (L I.IJ
)RL:a--=!W I Z >
O O
VICINITY MAP INDEMNIFICATION STATEMENT Z C�
THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT Q
ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING
SCALE: 1"=1000' DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR >
ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE Q
REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE
THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED
FOR ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE Z
ENTITYOF
DEVELOPER ENGINEERING & SURVEYING IRRIGATION CONSULTANT ECAL RE
QUIRED D DUORINGDDITIONAL THE CONSTRUCTIONS PHASE.ITEMS SHOWN THAT MAY O
MONTAVA DEVELOPMENT & TST, INC. CONSULTING ENGINEERS HINES, INC. I HEREBY AFFIRM THAT THESE FINAL CONSTRUCTION PLANS WERE
CONSTRUCTION LLC 748 WHALERS WAY, SUITE 200 SITE WATER ENGINEERING SERVICES PREPARED UNDER MY DIRECT SUPERVISION, IN ACCORDANCE WITH ALL
APPLICABLE CITY OF FORT COLLINS AND STATE OF COLORADO STANDARDS
430 N. COLLEGE AVENUE, SUITE 410 FORT COLLINS, CO 80525 323 W. DRAKE RD, SUITE 204 AND STATUTES, RESPECTIVELY, AND THAT I AM FULLY RESPONSIBLE FOR
FORT COLLINS, CO 80524 (970) 226-0557 FORT COLLINS, CO 80526 THE ACCURACY OF ALL DESIGN, REVISIONS, AND RECORD CONDITIONS
(303) 815-5769 (970) 282-1800 THAT I HAVE NOTED ON THESE PLANS.
PROJECT DATUM: NAVD88
BENCHMARK #1 : CITY OF FORT COLLINS VERTICAL CONTROL 36-01 . A 3 J" BRASS CAPPED MONUMENT IN OLD JONATHAN F. SWEET, P.E.
MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR.
ON THE 1/4 CORNER MONUMENT.
ELEVATION: 5006.60' City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01 . A 2" ALUMINUM DISK ON THE EAST END OF A APPROVED:
HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 City Engineer, A TST, INC.
Approved Sheets Date CONSULTING ENGINEERS
FEET EAST OF THOREAU DRIVE. 748 Whalers Way
ELEVATION: 5026.59" APPROVED:
Suite 200 Fort Collins
Water&Wastewater Utility, Approved Sheets Date Colorado 80525
Phone: 970.226.0557
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED APPROVED: Joe No.
NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. BASIS OF BEARING STATEMENT Stormwater Utility, Approved Sheets Date 1230.0005.00
SCALE
THE NORTHERN LINE OF THE SOUTHEAST QUARTER OF SECTION APPROVED: � N.T.S.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE 32, TOWNSHIP 8 NORTH, RANGE 68 WEST OF THE 6TH Park Planning and Development, Approved Sheets Date DATE
FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = PRINCIPAL MERIDIAN, BEING MONUMENTED AS SHOWN HEREON APPROVED: JULY 2024
NAVD88 DATUM — 3.18' IS ASSUMED TO BEAR N89.49'30"W A DISTANCE OF 2639.74 . Traffic Operations, Approved Sheets Date SHEET
APPROVED: 1 Of 37
Environmental Planner, Approved Sheets Date
A. GENERAL NOTES 26. ALL UTILITY INSTALLATIONS WITHIN OR ACROSS THE ROADBED OF NEW RESIDENTIAL ROADS MUST BE REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA(S) 6. PRIOR TO PERMANENT INSTALLATION OF TRAFFIC STRIPING AND SYMBOLS, THE
COMPLETED PRIOR TO THE FINAL STAGES OF ROAD CONSTRUCTION. FOR THE PURPOSES OF THESE REQUIRED FOR IMMEDIATE CONSTRUC11ON OPERATIONS, AND FOR THE SHORTEST PRACTICAL DEVELOPER SHALL PLACE TEMPORARY TABS OR TAPE DEPICTING ALIGNMENT AND
1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR STANDARDS, ANY WORK EXCEPT C/G ABOVE THE SUBGRADE IS CONSIDERED FINAL STAGE WORK. ALL PERIOD OF TIME. PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE APPROVED BY THE LOCAL
EXCEED THE STANDARDS AND SPECIFICATIONS SET FORTH IN THE LARIMER COUNTY URBAN AREA SERVICE LINES MUST BE STUBBED TO THE PROPERTY LINES AND MARKED SO AS TO REDUCE THE ENTITY ENGINEER PRIOR TO PERMANENT INSTALLATION OF STRIPING AND SYMBOLS.
STREET STANDARDS AND APPLICABLE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT EXCAVATION NECESSARY FOR BUILDING CONNECTIONS. 6. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY
BETWEEN THESE PLANS AND THE SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE MOST INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY 7. PRE-FORMED THERMO-PLASTIC APPLICATIONS SHALL BE AS SPECIFIED IN THESE PLANS
RESTRICTIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED AND APPROVED BY THE LOCAL 27. PORTIONS OF LARIMER COUNTY ARE WITHIN OVERLAY DISTRICTS. THE LARIMER COUNTY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT AND/OR THESE STANDARDS.
ENTITY. FLOODPLAIN RESOLUTION SHOULD BE REFERRED TO FOR ADDITIONAL CRITERIA FOR ROADS WITHIN THESE EROSION CONTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF-WAY SHALL
DISTRICTS. REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) 8. LATEX PAINT APPLICATIONS SHALL BE APPLIED AS SPECIFIED IN CDOT STANDARD
2. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. zo
STANDARD, UNLESS SPECIFICALLY STATED OTHERWISE. 28. ALL ROAD CONSTRUC11ON IN AREAS DESIGNATED AS WILD FIRE HAZARD AREAS SHALL BE DONE IN ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY OF FT COWNS.
ACCORDANCE WITH THE CONSTRUCTION CRITERIA AS ESTABLISHED IN THE WILD FIRE HAZARD AREA 9. ALL SURFACES SHALL BE THOROUGHLY CLEANED PRIOR TO INSTALLATION OF STRIPING OR z Fr
3. THESE PUBLIC IMPROVEMENT CONSTRUCTION PLANS SHALL BE VALID FOR A PERIOD OF THREE YEARS MITIGATION REGULATIONS IN FORCE AT THE TIME OF FINAL PLAT APPROVAL. 7. IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION MARKINGS. cc„
FROM THE DATE OF APPROVAL BY THE LOCAL EN11TY ENGINEER. USE OF THESE PLANS AFTER THE CONTROL MEASURES SHALL. 5 o
EXPIRATION DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE LOCAL ENTITY PRIOR 29. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CONTACT THE LOCAL a. BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER 10. ALL SIGN POSTS SHALL UTILIZE BREAK-AWAY ASSEMBLIES AND FASTENERS PER THE w
TO COMMENCEMENT OF ANY WORK SHOWN IN THESE PLANS. ENTITY FORESTER TO SCHEDULE A SITE INSPECTION FOR ANY TREE REMOVAL REQUIRING A PERMIT. EACH SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE STANDARDS.
THE CONTINUED PERFORMANCE OF THEIR
4. THE ENGINEER WHO HAS PREPARED THESE PLANS, BY EXECUTION AND/OR SEAL HEREOF, DOES 30. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED INTENDED FUNCTION. 11. A FIELD INSPECTION OF LOCATION AND INSTALLATION OF ALL SIGNS SHALL BE
HEREBY AFFIRM RESPONSIBILITY TO THE LOCAL ENTITY, AS BENEFICIARY OF SAID ENGINEERS WORK, TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL, AND SECURITY. REFER TO OSHA b. REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED PERFORMED BY THE LOCAL ENTITY ENGINEER. ALL DISCREPANCIES IDENTIFIED
FOR ANY ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY THE PUBLICATION 2226, EXCAVATING AND TRENCHING. AREAS ARE SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION DURING THE FIELD INSPECTION MUST BE CORRECTED BEFORE THE 2-YEAR WARRANTY
LOCAL ENTITY ENGINEER SHALL NOT RELIEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL CONTROL INSPECTOR. PERIOD WILL BEGIN.
SUCH RESPONSIBILITY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINEER HEREBY AGREES TO 31. THE DEVELOPER SHALL SUBMIT A CONSTRUCTION TRAFFIC CONTROL PLAN, IN ACCORDANCE WITH c. BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS
HOLD HARMLESS AND INDEMNIFY THE LOCAL ENTITY, AND ITS OFFICERS AND EMPLOYEES, FROM AND MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY. (LOCAL ENTITY, COUNTY OR STATE), FOR DETERMINED BY THE EROSION CONTROL INSPECTOR. 12. THE DEVELOPER INSTALLING SIGNS SHALL BE RESPONSIBLE FOR LOCATING AND
AGAINST ALL LIABILITIES, CLAIMS, AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND APPROVAL, PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN, OR AFFECTING, THE RIGHT-OF-WAY. THE PROTECTING ALL UNDERGROUND UTILITIES. Lj
OMISSIONS CONTAINED IN THESE PLANS. DEVELOPER SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE 8. WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE o
REQUIRED BY THE CONSTRUCTION ACTIVITIES. RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL 13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCA11ON TO ENSURE AN UNOBSTRUCTED VIEW
5. ALL SANITARY SEWER, STORM SEWER, AND WATER LINE CONSTRUCTION, AS WELL AS POWER AND DRAINAGE INFRASTRUCTURE AND OTHER PUBLIC FACILITIES. OF EACH SIGN.
OTHER 'DRY"UTILITY INSTALLATIONS, SHALL CONFORM TO THE LOCAL ENTITY STANDARDS AND 32. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION THAT WILL AFFECT TRAFFIC SIGNS OF ANY m
SPECIFICATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL EN11TY ENGINEER. TYPE, THE CONTRACTOR SHALL CONTACT LOCAL ENTITY TRAFFIC OPERATIONS DEPARTMENT, WHO WILL 9. THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUC11ON MATERIALS 14. SIGNAGE AND STRIPING HAS BEEN DETERMINED BY INFORMATION AVAILABLE AT THE
TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER, IF THE INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLIC RIGHTS OF TIME OF REVIEW. PRIOR TO INITIATION OF THE WARRANTY PERIOD, THE LOCAL ENTITY DRAWN
6. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILITIES ARE CONTRACTOR MOVES THE TRAFFIC SIGN THEN THE CONTRACTOR WILL BE CHARGED FOR THE LABOR, WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END OF EACH WORKING DAY ENGINEER RESERVES THE RIGHT TO REQUIRE ADDITIONAL SIGNAGE AND/OR STRIPING IF RFB
APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER MATERIALS AND EQUIPMENT TO REINSTALL THE SIGN AS NEEDED. THE LOCAL ENTITY ENGINEER DETERMINES THAT AN UNFORESEEN CONDITION
TO VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG THE ROUTE OF THE 10. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE WARRANTS SUCH SIGNAGE ACCORDING TO THE MUTCD OR THE CDOT M AND S CHECKED
WORK BEFORE COMMENCING NEW CONSTRUCTION. THE DEVELOPER SHALL BE RESPONSIBLE FOR 33. THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR THE INITIAL INSTALLATION OF TRAFFIC SIGNING REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE STANDARDS. ALL SIGNAGE AND STRIPING SHALL FALL UNDER THE REQUIREMENTS OF THE JFS
UNKNOWN UNDERGROUND UTILITIES. AND STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENTS LOCAL STREET OPERATIONS. IN INTO ANY WATERS OF THE UNITED STATES. 2-YEAR WARRANTY PERIOD FOR NEW CONSTRUCTION (EXCEPT FAIR WEAR ON TRAFFIC
ADDITION, THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFIC SIGNING AND STRIPING RELATED MARKINGS). DESIGNED
7. THE ENGINEER SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT TO DIRECTING TRAFFIC ACCESS TO AND FROM THE DEVELOPMENT. 11. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL RFB
1-800-922-1987, AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND 15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER FILENAME
ALL REGISTERED UTILITY LOCATIONS MARKED. OTHER UNREGISTERED UTILITY ENTITIES (I.E. DITCH / 34. THERE SHALL BE NO SITE CONSTRUCTION ACTIVITIES ON SATURDAYS, UNLESS SPECIFICALLY PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER THIRTY (30) DAYS SHALL BE TO CHAPTER 14, TRAFFIC CONTROL DEVICES, FOR ADDITIONAL DETAIL. 0005_COVER
IRRIGATION COMPANY) ARE TO BE LOCATED BY CONTACTING THE RESPECTIVE REPRESENTATIVE. UTILITY APPROVED BY THE LOCAL ENTITY ENGINEER, AND NO SITE CONSTRUCTION ACTIVITIES ON SUNDAYS OR SEEDED AND MULCHED.
SERVICE LATERALS ARE ALSO TO BE LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE HOLIDAYS, UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE LOCAL ENTITY. 16. CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL ANCHORS, POSTS, SIGNS AND/OR
RESPONSIBILITY OF THE DEVELOPER TO RELOCATE ALL EXISTING UTILITIES THAT CONFLICT WITH THE 12. THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND DELINEATORS IN CONSTRUCTION AREA. CONTRACTOR MAY KEEP THE SIGNS, OR CALL
PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 35. THE DEVELOPER IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE STORM SEWER LINES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE THE CITY TRAFFIC DIVISION TO HAVE THEM REMOVED. �p,DO L/c
COMPLETION OF THE INTENDED IMPROVEMENTS SHOWN ON THESE DRAWINGS OR DESIGNATED TO BE TURNING THE MAINTENANCE OVER TO THE CITY OF FT COLLINS OR HOMEOWNERS ASSOCIATION •''•••'
8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECTING ALL U11UTIES DURING CONSTRUCTION AND PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS SPECIFICALLY NOTED OTHERWISE. (HOA). 17. NO 'RESET"ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS WILL BE ACCEPTED.
FOR COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR ANY UTILITY CROSSINGS REQUIRED.
36. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF 13. CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS 18. ALL ANCHORS, POSTS, SIGNS, AND/OR DELINEATORS SHALL BE NEW AND BE CONSISTENT
9. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFICATION, AND ANNOTATE MAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR WITH THE LCUASS CRITERIA. ��O G •
MODIFICATION IS REQUIRED, THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. CONTAMINATED WATER FROM CONSTRUCTION SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-6 Q FOB •� <v
DESIGN. DESIGN MODIFICATION(S) MUST BE APPROVED BY THE LOCAL ENTITY PRIOR TO BEGINNING TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, OIL AND GAS ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINS �O� •....••�•G�
CONSTRUCTION. 37. THE DEVELOPER SHALL HAVE, ONSITE AT ALL TIMES, ONE (1) SIGNED COPY OF THE APPROVED PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL 11MES TAKE WHATEVER s/oNA�E�
PLANS, ONE (1) COPY OF THE APPROPRIATE STANDARDS AND SPECIFICATIONS, AND A COPY OF ANY MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF E STORM DRAINAGE NOTES
10. THE DEVELOPER SHALL COORDINATE AND COOPERATE WITH THE LOCAL ENTITY, AND ALL UTILITY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB. POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND
COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPLISHED IN A TIMELY FASHION AND WITH FEDERAL REGULATIONS. 1. THE CITY OF FORT COLLINS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF
A MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACTING, IN 38. IF, DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A STORM DRAINAGE FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF
ADVANCE, ALL PARTIES AFFECTED BY ANY DISRUPTION OF ANY UTILITY SERVICE AS WELL AS THE UTILITY SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE DEVELOPER SHALL CONTACT 14. A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE WASHOUT. ONSITE DRAINAGE FACILITIES SHALL BE THE RESPONSIBILITY OF THE PROPERTY
COMPANIES. THE DESIGNER AND THE LOCAL ENTITY ENGINEER IMMEDIATELY. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT OWNER(S).
LEAST FIFTY (50) FEET AWAY FROM ANY WATERWAY DURING CONSTRUCTION. UPON
11. NO WORK MAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE 39. THE DEVELOPER SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE WASHOUT MATERIAL WILL BE 2. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE
WATER SYSTEM UNTIL THE DEVELOPER NOTIFIES THE UTILITY PROVIDER. NOTIFICATION SHALL BE A RECORD DRAWINGS KEPT ON THE CONSTRUCTION SITE, AND AVAILABLE TO THE LOCAL EN11TYS REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED. STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED
MINIMUM OF 2 WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCRETION OF THE INSPECTOR AT ALL TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD AND IMPLEMENTED.
WATER UTILITY PROVIDER, A PRE-CONSTRUCTION MEETING MAY BE REQUIRED PRIOR TO DRAWINGS TO THE LOCAL ENTITY ENGINEER. 15. TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF
COMMENCEMENT OF ANY WORK. THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND MAINTAINED UNTIL THE LOTS ARE 3. PRIOR TO FINAL INSPEC11ON AND ACCEPTANCE BY THE CITY OF FORT COLLINS,
40. THE DESIGNER SHALL PROVIDE, IN THIS LOCATION ON THE PLAN, THE LOCATION AND DESCRIPTION SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION CONTROL CERTIFICATION OF THE DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BY
12. THE DEVELOPER SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE OF THE NEAREST SURVEY BENCHMARKS (2) FOR THE PROJECT AS WELL AS THE BASIS OF BEARINGS. THE INSPECTOR, (FT COLLINS GMA & CITY LIMITS ONLY). SUBMITTED TO AND APPROVED BY THE STORMWATER UTILITY DEPARTMENT.
POTENTIAL UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE INFORMATION SHALL BE AS FOLLOWS: (A.) BELOW ALL GUTTER DOWNSPOUTS. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY DEPARTMENT AT
CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY UTILITIES. BENCHMARKS-LOCAL ENTITY SURVEY. (B.) OUT TO DRAINAGE SWALES. LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE
(C.) ALONG LOT PERIMETER. FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BY SUBMITTED O
13. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET PROJECT DATUM: NAVD88 (D.) OTHER LOCATIONS, IF NEEDED. TO THE STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE
UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER UTILITY. RELEASE OF ANY BUILDING PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO
BENCHMARK #1: CITY OF FORT COLLINS VERTICAL CONTROL 36-01. A 3 J" BRASS CAPPED MONUMENT IN OLD 16. CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS CERTIFICATION PER THE DEVELOPMENT AGREEMENT.
14. A STATE CONSTRUCTION DEWATERING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. 0.5 MILES NORTH OF EAST MOUNTAIN VISTA DR. SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED Q
DEWATERING IS REQUIRED IN ORDER TO INSTALL UTILITIES OR WATER IS DISCHARGED INTO A STORM ON THE 1/4 CORNER MONUMENT. NECESSARY, AS DIRECTED BY THE CITY OF FT COLLINS. 4. SEE CITY OF FORT COLLINS STORMWATER CRITERIA MANUAL -APPENDIX F
SEWER, CHANNEL, IRRIGATION DITCH OR ANY WATERS OF THE UNITED STATES. ELEVATION: 5006.60' CONSTRUCTION CONTROL MEASURES STANDARD NOTES AND STANDARD EROSION
17. A VEHICLE TRACKING CONTROL PAD SHALL BE INSTALLED WHENEVER IT IS NECESSARY FOR CONTROL NOTES.
15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01. A 2" ALUMINUM DISK ON THE EAST END OF A CONSTRUCTION EQUIPMENT INCLUDING BUT NOT LIMITED TO PERSONAL VEHICLES EXITING EXISTING
STORM WATER DISCHARGE (CONTACT COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200 ROADWAYS. NO EARTHEN MATERIALS, I.E., STONE, DIRT, ETC., SHALL BE PLACED IN THE CURB & GUTTER F. WATEMNE NOTE
DIVISION, (303) 692-3590), THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL FEET EAST OF THOREAU DRIVE. OR ROADWAY AS A RAMP TO ACCESS TEMPORARY STOCKPILE(S), STAGING AREA(S), CONSTRUCTION
PLAN. ELEVATION: 5026.59' MATERIAL(S), CONCRETE WASHOUT AREA(S) AND/OR BUILDING SITE(S). 1. THE MINIMUM COVER OVER WATER LINES IS 4.5 FEET AND THE MAXIMUM COVER IS W
5.5 FEET UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER
16. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED C,L STREET IMPROVEMENTS NOTES UTILITY. O
FACILITIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACILITIES SHALL BE NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS.
THE RESPONSIBILITY OF THE PROPERTY OWNER(S). 1. ALL STREET CONSTRUC11ON IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET OF THESE PLANS AS WELL
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE AS THE STREET IMPROVEMENTS NOTES LISTED HERE.
17. PRIOR TO FINAL INSPECTION AND ACCEPTANCE BY THE LOCAL ENTITY, CERTIFICATION OF THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) =
DRAINAGE FACILITIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE NAVD88 DATUM - 3.18' 2. A PAVING SECTION DESIGN, SIGNED AND STAMPED BY A COLORADO LICENSED ENGINEER, MUST BE SUBMITTED TO
STORMWATER UTILITY DEPARTMENT. CERTIFICATION SHALL BE SUBMITTED TO THE STORMWATER UTILITY THE LOCAL ENTITY ENGINEER FOR APPROVAL, PRIOR TO ANY STREET CONSTRUCTION ACTIVITY, (FULL DEPTH O
DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERTIFICATE OF OCCUPANCY FOR SINGLE ASPHALT SECTIONS ARE NOT PERMITTED AT A DEPTH GREATER THAN 8 INCHES OF ASPHALT). THE JOB MIX SHALL 0 Q
FAMILY UNITS. FOR COMMERCIAL PROPERTIES, CERTIFICATION SHALL BE SUBMITTED TO THE 41. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS UNLESS OTHERWISE NOTED. BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT. '
STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING 3. WHERE PROPOSED PAVING ADJOINS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAW CUT, A MINIMUM Z W PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO CERTIFICATION PER THE DEVELOPMENT AGREEMENT. 42. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS EXISTING DISTANCE OF 12 INCHES FROM THE EXISTING EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE DEVELOPER
FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTERS, LANDSCAPING, STRUCTURES, AND SHALL BE REQUIRED TO REMOVE EXISTING PAVEMENT TO A DISTANCE WHERE A CLEAN CONSTRUCTION JOINT CAN O Z
18. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN THIS IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED UNLESS APPROVED BY THE LOCAL ENTITY ENGINEER IN FORT 0 z
DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULTING FROM GROUNDWATER FLOODING, BE REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPER'S EXPENSE, UNLESS OTHERWISE COLLINS.
STRUCTURAL DAMAGE OR OTHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED INDICATED ON THESE PLANS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR
AS A RESULT OF THE LOCAL ENTITY FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWATER, AND/OR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 4. STREET SUBGRADES SHALL BE SCARIFIED THE TOP 12 INCHES AND RE-COMPACTED PRIOR TO SUBBASE
STORM DRAINAGE FACILITIES IN THE DEVELOPMENT. INSTALLATION. NO BASE MATERIAL SHALL BE LAID UNTIL THE SUBGRADE HAS BEEN INSPECTED AND APPROVED BY
43. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION THE LOCAL ENTITY ENGINEER.
19. ALL RECOMMENDATIONS OF THE FINAL DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE 5. VALVE BOXES AND MANHOLES ARE TO BE BROUGHT UP TO GRADE AT THE 11ME OF PAVEMENT PLACEMENT OR Q
STORM INFRASTRUCTURE" BY MARTIN/MARTIN CONSULTING ENGINEERS SHALL BE FOLLOWED AND IMPLEMENTED. DOCUMENTED BY THE LOCAL ENTITY CONSTRUCTION INSPECTOR BEFORE ANY CUTS ARE MADE. OVERLAY. VALVE BOX ADJUSTING RINGS ARE NOT ALLOWED.
PATCHING SHALL BE DONE IN ACCORDANCE WITH THE LOCAL ENTITY STREET REPAIR STANDARDS. THE
20. TEMPORARY EROSION CONTROL DURING CONSTRUCTION SHALL BE PROVIDED AS SHOWN ON THE FINISHED PATCH SHALL BLEND IN SMOOTHLY INTO THE EXISTING SURFACE. ALL LARGE PATCHES SHALL BE 6. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDI1ION EQUAL TO
EROSION CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREETS WHERE MORE THAN ONE CUT IS MADE, AN OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE DOCUMENTED BY THE
THE DEVELOPER, UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREAS IS STABILIZED WITH HARD SURFACE OVERLAY OF THE ENTIRE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE INSPECTOR BEFORE ANY CUTS ARE MADE. CUTTING AND PATCHING SHALL BE DONE IN CONFORMANCE WITH O
OR LANDSCAPING. DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY ENGINEER CHAPTER 25, RECONSTRUCTION AND REPAIR. THE FINISHED PATCH SHALL BLEND SMOOTHLY INTO THE EXISTING
OR THE LOCAL ENTITY INSPECTOR AT THE TIME THE CUTS ARE MADE. SURFACE. THE DETERMINA11ON OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY
AND/OR ENGINEER. ALL OVERLAY WORK SHALL BE COORDINATED WITH ADJACENT LANDOWNERS SUCH THAT FUTURE
21. THE DEVELOPER SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED PROJECTS DO NOT CUT THE NEW ASPHALT OVERLAY WORK.
ONTO THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS 44. UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDITION
01 BY AN APPROPRIATE MECHANICAL METHOD (I.E. MACHINE BROOM SWEEP, LIGHT DUTY FRONT-END EQUAL TO, OR BETTER THAN, THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND 7. ALL TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE WITH THESE PLANS OR AS OTHERWISE SPECIFIED IN
v LOADER, ETC.) OR AS APPROVED BY THE LOCAL ENTITY STREET INSPECTOR. CONDITION AS REQUIRED BY THESE PLANS. M.U.T.C.D. (INCLUDING COLORADO SUPPLEMENT) AND AS PER THE RIGHT-OF-WAY WORK PERMIT TRAFFIC CONTROL
PLAN.
w 22. NO WORK MAY COMMENCE WITHIN ANY IMPROVED OR UNIMPROVED PUBLIC RIGHT-OF-WAY 45. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL 'T"
w UNTIL ARIGHT-OF-WAY PERMIT OR DEVELOPMENT CONSTRUCTION PERMIT IS OBTAINED, IF INTERSECTIONS. 8. THE DEVELOPER IS REQUIRED TO PERFORM A GUTTER WATER FLOW TEST IN THE PRESENCE OF THE LOCAL ENTITY
O INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTERS THAT HOLD MORE THAN 9 INCH DEEP OR 5 FEET
APPLICABLE. 46. AFTER ACCEPTANCE BY THE LOCAL ENTITY, PUBLIC IMPROVEMENTS DEPICTED IN THESE PLANS LONGITUDINALLY, OF WATER, SHALL BE COMPLETELY REMOVED AND RECONSTRUCTED TO DRAIN PROPERLY.
0 23. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A MINIMUM 9. PRIOR TO PLACEMENT OF H.B.P. OR CONCRETE WITHIN THE STREET AND AFTER MOISTURE/DENSITY TESTS HAVE
o APPLICABLE AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION. THE DEVELOPER SHALL NOTIFY PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTANCE. BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH SECTION IS PROPOSED) OR ON THE SUBGRADE
/ THE LOCAL ENTITY ENGINEERING INSPECTOR (FORT COLLINS - 221-6605) AND THE LOCAL ENTITY AND BASE MATERIAL (WHEN A COMPOSITE SECTION IS PROPOSED), A MECHANICAL "PROOF ROLL" WILL BE
EROSION CONTROL INSPECTOR (FORT COLLINS -221-6700) AT LEAST 2 WORKING DAYS PRIOR TO THE 47. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND REQUIRED. THE ENTIRE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED VEHICLE
o START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AND ALL PUBLIC IMPROVEMENTS. APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE HAVING A TOTAL GVW OF NOT LESS THAN 50,000 LBS. AND A SINGLE AXLE WEIGHT OF AT LEAST 18,000 LBS.
EL IF THE LOCAL ENTITY ENGINEER IS NOT AVAILABLE AFTER PROPER NOTICE OF CONSTRUCTION ACTIVITY FOLLOWING PRIVATE STREETS: N/A WITH PNEUMATIC TIRES INFLATED TO NOT LESS THAT 90 P.S.I.G. 'PROOF ROLL" VEHICLES SHALL NOT TRAVEL AT
0 HAS BEEN PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEER ABSENCE. SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS EXCESSIVE
HOWEVER, THE LOCAL ENTITY RESERVES THE RIGHT NOT TO ACCEPT THE IMPROVEMENT IF SUBSEQUENT 48. APPROVED VARIANCES ARE LISTED AS FOLLOWS: N/A PUMPING OR DEFORMATION, AS DETERMINED BY THE LOCAL ENTITY ENGINEER, SHALL BE REWORKED, REPLACED OR
TESTING REVEALS AN IMPROPER INSTALLATION. OTHERWISE MODIFIED TO FORM A SMOOTH, NON-YIELDING SURFACE. THE LOCAL ENTITY ENGINEER SHALL BE
o NOTIFIED AT LEAST 24 HOURS PRIOR TO THE 'PROOF ROLL." ALL 'PROOF ROLLS" SHALL BE PREFORMED IN THE
Z 24. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLIC RIGHT OF-WAY AFTER BL STANDARD ORADINO AND EROSION AND SEDIMENT OONTROL NOTES PRESENCE OF AN INSPECTOR.
RIGHT OF WAY GRADING AND ALL UTILITY TRENCH WORK IS COMPLETE AND PRIOR TO THE
0:1
U PLACEMENT OF CURB, GUTTER, SIDEWALK AND PAVEMENT. IF THE FINAL SOILS/PAVEMENT DESIGN 1. THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS Q TRAFFIK' $IQNINO AND PAVEMENT MARIaNO NOTES INC.
REPORT DOES NOT CORRESPOND WITH THE RESULTS OF THE ORIGINAL GEOTECHNICAL REPORT, THE PRIOR TO ANY CONSTRUCTION ON THIS SITE. TST,
DEVELOPER SHALL BE RESPONSIBLE FOR A RE-DESIGN OF THE SUBJECT PAVEMENT SECTION OR, THE 1. ALL SIGNAGE AND MARKING IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET CONSULTING ENGINEERS
DEVELOPER MAY USE THE LOCAL ENTITYS DEFAULT PAVEMENT THICKNESS SECTION(S). REGARDLESS 2. THERE SHALL BE NO EARTH-DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE OF THESE PLANS, AS WELL AS THE TRAFFIC SIGNING AND MARKING CONSTRUCTION 7 Whalers Way
OF THE OPTION USED, ALL FINAL SOILS/PAVEMENT DESIGN REPORTS SHALL BE PREPARED BY A LICENSED ACCEPTED PLANS. NOTES LISTED HERE. Suite
200 Fort Collins
% PROFESSIONAL ENGINEER. THE FINAL REPORT SHALL BE SUBMITTED TO THE INSPECTOR A MINIMUM OF Colorado 80525
10 WORKING DAYS PRIOR TO PLACEMENT OF BASE AND ASPHALT. PLACEMENT OF CURB, GUTTER, 3. ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO Phone: 970.226.0557
� 2. ALL SYMBOLS, INCLUDING ARROWS, ONLYS, CROSSWALKS, STOP BARS, ETC. SHALL
.v SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UNTIL THE LOCAL ENTITY ENGINEER APPROVES THE ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL OTHER BE PRE-FORMED THERMO-PLASTIC. roe N� 1230.0005.00
FINAL REPORT. REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE
o CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION 3. ALL SIGNAGE SHALL BE PER LOCAL ENTITY STANDARDS AND THESE PLANS OR AS SCALE
LO 25. THE CONTRACTOR SHALL HIRE A LICENSED ENGINEER OR LAND SURVEYOR TO SURVEY THE PLANS, AND EROSION CONTROL REPORT. OTHERWISE SPECIFIED IN MUTCD. N.T.S.
o CONSTRUCTED ELEVATIONS OF THE STREET SUBGRADE AND THE GUTTER FLOWUNE AT ALL INTERSECTIONS, LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-5
�
INLETS, AND OTHER LOCATIONS REQUESTED BY THE LOCAL ENTITY INSPECTOR. THE ENGINEER OR 4. AT ALL 11MES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COLLINS DATE
p SURVEYOR MUST CERTIFY IN A LETTER TO THE LOCAL ENTITY THAT THESE ELEVATIONS CONFORM TO THE PREVENTING AND CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERTY JU LY 2024
o APPROVED PLANS AND SPECIFICATIONS. ANY DEVIATIONS SHALL BE NOTED IN THE LETTER AND THEN SUFFICIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL 4. ALL LANE LINES FOR ASPHALT PAVEMENT SHALL RECEIVE TWO COATS OF LATEX PAINT SHEET
/ RESOLVED WITH THE LOCAL ENTITY BEFORE INSTALLATION OF BASE COURSE OR ASPHALT WILL BE ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING ALL EROSION CONTROL FACILITIES WITH GLASS BEADS.
o ALLOWED ON THE STREETS. SHOWN HEREIN.
N 5. ALL LANE LINES SHALL BE LATEX PAINT. 2of 7
j 5. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE.
Y
RICHARDS LAKE ROAD
1 ===_7 1
QO1 W —
W W W W W W W
RICHARDS LAKE ROAD
LOD LOD LOD LOD LOD LOD LOD LOD rlo
PROPOSED 18" MONTAVA INSTALL SETTLING STRUCTURE O 0
IRRIGATION LATERAL TO CAPTURE DEBRIS FROM
EX. IRRIGATION DITCH z
NON-POTABLE VAULTS FOR WELL WATER EXTRACTION �
r 7(SEE SHEET 27 FOR DETAILS) >
O FITZSIMONS WELLS 1 & 2=4 CFS L`'
� � COUNTRY CLUB ROAD �
p r
O O -I
u TIE TO EXISTING 15" p j
CONCRETE IRRIGATION PIPE O 0
J
N
Lt
Z
INSTALL SPUTTER o I-
C r STRUCTURE TO SEPARATE Z o
O NPIC FROM WSSC WATER
�
O m
TIE TO EXISTING 15"
CONCRETE IRRIGATION PIPE MOUNTAIN VISTA DRIVE
°> KEY MAP DRAWN RFB
N.T.S. CHECKED
JFS
Z DESIGNED
` 0 0 RFB
p PROPOSED 18" MONTAVA IRRIGATION LATERAL 0 FILENAME
° z 0005_SITE PLAN
NOTES
D
�P,VO L/C
LIMIT OF DISTURBANCE 1. NPIC/WSSC WATER TO BE DELIVERED FROM EXISTING 15" o\�•�PN••• gyp\.
NON-POTABLE IRRIGATION LINE LOCATED SOUTHWEST OF c�;Q QQ�O�G�\0
RICHARDS LAKE ROAD AND N. GIDDINGS ROAD THROUGH A O P
o PROPOSED 18" NON-POTABLE IRRIGATION LINE. �p\��'GO�c' •
85 a N75 8 OJ �� 2. NEW WELL WATER WILL TYPICALLY BE USED FOR INITIAL POND �,0� 0 ••••••.•'G��
FILLING AND TO OFFSET EVAPORATIVE LOSSES DURING
DITCH NON-IRRIGATION SEASON.
ROW u
f� 3. WATER SUPPLY & STORAGE COMPANY (WSSC) SHARES SHALL
NOT BE STORED IN IRRIGATION POND FOR MORE THAN 72
MAPLE HILL SUBDIVISION j HOURS.
(EXISTING) ° p 4. ALL UTILITIES NEAR CONSTRUCTION ACTIVITY NEED TO BE
O VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR
J � PRIOR TO CONSTRUCTION.
5. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
MINIMUM OF 5—FEET BELOW FINISHED GRADE UNLESS OTHERWISE
NOTED.
r0 r, 6. ALL IRRIGATION LINES FOR THE MONTAVA & PSD PUMP STATION O
12" AND SMALLER SHALL BE CLASS C900, DR 18 PURPLE PVC
p PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
7. ALL IRRIGATION LINES FOR THE PARKS DEPARTMENT SHALL BE Q
i HIGH DENSITY POLYETHYLENE (HDPE) WITH A MINIMUM 12 GAGE
^< \ /> INSULATED TRACER WIRE. r/�
Li v�
DISCHARGE PIPE FROM THE MONTAVA IRRIGATION <\ > ,<<ii^ 8. ALL 18" IRRIGATION LINES SHALL BE CLASS C905, DR 18
LATERAL. ESTIMATED INTAKE FLOW=4.05 CFS \ ,� „ i J , PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
0 DITCH FLOW AND 4 CFS WELL FLOW
F 9. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES
O PROPOSED 5.0 SOFT SURFACE TRAIL-REFER i ` i v��i>� L VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL Z
J TO PHASE D PLAN SET FOR DETAIL ,\ �i ��, �� i> OTHER EXISTING UTILITIES.
m m MONTAVA WEST POND
® AA NON-POTABLE VAULT FOR WELL WATER EXTRACTION � �� _ 10. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME
(SEE SHEET 27 FOR DETAILS) ^> > STANDARDS AND SPECIFICATIONS AS THE POTABLE O Q-
i �i WATERLINES.
�' p DISCHARGE PIPE FROM MONTAVA WEST WELL=2.00 CFS 11. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT �j W
p �< ; �� �ii�> ���ii�� I CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS.
C0
W— °�� rz_ INTAKE PIPE TO FEED ALL NON— ABLE SYSTEMS O
COUNTRY CLUB ROAD �_36 POT
_
C P'_ -PUMPHOUSE BUILDING FOR MONTAVA & PSD NON—POTABLE SYSTEM '/�� z
IRRIGATION/STORM ` \ // � LJ`
L POND FUTURE PARKS DEPARTMENT PUMP HOUSE \\ /
4 AC FOOTPRINT
v °O MONTAVA - � % ii� � '� i � ���i >� �
SUBDIVISION
L PHASED PROPOSED CONNECTION TO
TRACT SS PHASE D IRRIGATION MAIN2 z O
NON—POTABLE VAULTS FOR WELL WATER EXTRACTION i' C ? C % ^\ �J C�
(SEE SHEET 27 FOR DETAILS) PROPOSED STUB TO FUTURE \ �'� \\
KLUVER PS WELLS 1 & 2 = 3.34 CFS �O PHASE E IRRIGATION MAIN <
> <
ULTIMATE DISCHARGE PIPE FROM IRRIGATION MONTAVA PHASE D i
WELLS TO POND = 7.34 CFS ONCE FUTURE LOD ' i
PORTNER WELLS 1 & 2 CONNECT TO SAME PIPE i <�
PROPOSED OUTLET STRUCTURE �� � �
,v< > < �<\�vv�J
CO C) J MONTAVA PHASE E / i �\ �0�\\\J�J s
(FUTURE)
I I I \ <
\ ,\< \\ > TST, INC.
J CONSULIING ENGINEERS
\ �! 748 Whalers Way
\ Suite 200 Fort Collins
Ui \ Colorado 80525
Phone: 970.226.0557
JOB NO.
j \ \ 1230.0005.00
\ \
\ \ SCALE 1„ = 200'
\ wC DATE
\ � j JULY 2024
SHEET
200 0 200 400 3of 37
scale 1"=200' feet
SEE SHEET 5 POND CROSS SECTION
FG = 5002.00 NOT TO SCALE
IIII EX. 21" SANITARY (BOXELDER) \
- - -. - - - - - \ EX. 30.0'
- - - - EX. 12" ABANDONED SANITARY (BOXE\R) SANITARY ESMT \ \ 4• 1 S 100-YR WSEL= 5001.00
L ppE
II \ - = 4998.75 -
4999 75 0
II STACKED STONE WALL. _ -
NON POT HIGH WATER LEVEL
t II ` ` - SEE DETAIL SHEET 20 2 DAY DRAW DOWN = 4996.92
- - - - - - - ...,;-:_.-;.::;:..; . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -: '- - - I- 3 DAY DRAW DOWN = 4996.00 w
9 PROP. 4.75' STONE RED 95 4995.00
/ - .75 -49 .00 1LU
I ,. :. ., :.",:......:.. . FROM ELEVATIONS 499
SEE DETAIL SHEET 2 E
.: 1 =: SCOp �
' NORMAL BOTTOM OF
POND ELEV 4987.00
I
Y
LOW WSEL = 4986.67
IIII I RP - PROP. 5.0' SOFT SURFACE TRAIL-REFER - 0 PUMP INTAKE ELEV = 4983.67 BOTTOM OF POND
II TO PHASE D PLAN SET FOR DETAIL J =
1 ELEV 4982.00
III I I \
1
III I
/ RP I LEGEND LLJ
�1 I
II I PROP. TYPE L, 4'X3' RIPRAP PAD o EXISTING 5' CONTOUR �5825! \
�l III M
I / ( EXISTING 1' CONTOUR �5921 m
/ I
EXISTING RIGHT-OF-WAY - - DRAWN RFB
II PROP. 18" MONTAVA IRRIGATION LATERAL DISCHARGE PIPE AND /
IIII I EXISTING STORM DRAIN CHECKED
I+ 6'X5' RIPRAP PAD, SEE SHEETS 11-17 FOR MORE DETAILS JFS
EXISTING EASEMENT DESIGNED
/ RFB
I / CWA I 30 0 30 60 PROPOSED EASEMENT
STORM FES AND RIPRAP PAD, SEE PHASED FILENAME
� I
1 I PLANS FOR MORE DETAIL. ROCK WALL % scale 1"=30' feet PROPOSED RIGHT-OF-WAY 0005_GRADING PLAN
IIII I ' PENETRATION DESIGN TO BE COORDINATED �
II1 I WITH STRUCTURAL ENGINEER. PROPOSED LOT LINE p0 L/C
I
I I I 3 08 PROPOSED CENTERLINE •' N �-
�1 I I
PROP. DISCHARGE LOCATION FOR v�•�� Q�G� G�G�
IIII I IRRIGATION & STORM DETENTION POND SAND & OIL INTERCEPTOR LINE °
I �. ..`1�1• TIE TO MONTAVA PROPOSED 1' CONTOUR ��5921 �\ &I
II I o
I NORMAL BOTTOM OF POND = 4987.00 �:=�>, '_ 9`L- a. PHASE D GRADES � �� �G
BOTTOM OF POND AT INTAKE = 4982.00 O \a O I ,, AT BACK OF WALK MONTAVA PH PROPOSED 5 CONTOUR �59251� Q F0
111 I LOW WATER SURFACE ELEVATION = 4986.67 PROP. DISCHARGE LOCATION ,y'S• p'� ..••...•
I II FOR 4" BACKWASH LINE PROPOSED FLOW ARROW S�ONAL E�
III I NORMAL HIGH WATER LEVEL = 4998.75
I I 100-YR WATER SURFACE LEVEL = 5001.00
IIII IRRIGA1ION STORAGE VOLUME = 53 AC-FT / FINISHED GRADE ELEVA1ON X 5026.19
III I I STORMWAIER DETEN11ON VOLUME = 9 AC-FT ' �� , : ::g,•
TOTAL 3-DAY IRRIGA11ON DRAW DOWN = 10.35 AC-FT oo'� 5°= a PROPOSED STORM LINE W/MANHOLE
Ill I I TOTAL POND DEPTH (SPILLWAY TO INTAKE AREA) = 19.50 FEET
a PROPOSED RIPRAP PAD
PROPOSED SWALE
� ROCK BERM TO PROTECT INTAKE, ` `_
I- II OQ I \\ n.�..
II I SEE DETAIL SHEET 20 ,P
INLET PROTECTION ❑®
I I SEDIMENT CONTROL LOG scL
II I I �O CONCRETE WASHOUT AREA cwA Z
III
MONTAVA SUBDIVISION
0
Z
I VTC
I � PHASE D TRACT SS VEHICLE TRACKING CONTROL
0
O
IIP - a
I SILT FENCE sF -ate-
�I a J
RIP RAP RP F_
O
III I / STORM FES AND RIPRAP PAD, SEE PHASE D NOTES
PLANS FOR MORE DETAIL. ROCK WALL
III I �O I o PENETRATION DESIGN TO BE COORDINATED °
1 III I I WITH STRUCTURAL ENGINEER. 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE Z
I I r SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS
II I I I PROP. 18" RCP & AREA INLET
SHEET FOR RECOMMENDED SEED MIX. O
1 I I OUTLET STRUCTURE TO BE 00
III I \ INSTALLED IN ROCK WALL, SEE 2. POND SHALL BE LINED WITH A MINIMUM 3 OF COMPACTED
CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH
DETAIL SHEET 22 OF 10 MIL. ~ Z
I�1 I �o O O
3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE
I III I ' PROP. LOCATION OF STORM \ co
WITH RECOMMENDATION MADE IN "THE SUBSURFACE 1
I� 1 PROP. TYPE L, 4'X3' RIPRAP PAD DETENTION SPILLWAY EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT Z O
III ' E- DETENTION POND EVALUATION OF GROUNDWATER AND
/ ELEV. = 5001.50' .� SUBSURFACE CONDITIONS", EARTH ENGINEERING O It
I III ' SEE SHEET 22 FOR DETAILS CONSULTANTS, LLC, DECEMBER 6, 2022 Z W
II � I I SF /
I I RP 00 /
L �I II I
4995.00 / 4. INITIAL BMP'S: Q Old
9
IIII I STABILIZED STAGING AREA (INCLUDES SOLID AND
SANITARY WASTE DISPOSAL AREAS FUELING AND
IIII I PROP. TYPE VL RIP 00 / CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF Z
II RAP RUNDOWN SPILL CLEAN UP KITS)
SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE Z
IIII I ROAD O Q
I I I
THESE AND ANY OTHER CONTROLS DEEMED
I�
I I 00 I NECESSARY BY THE CONTRACTOR ARE INTENDED TO
BE INSTALLED BEFORE THE MAJORITY OF
I III I 6O \ CONSTRUCTION BEGINS.
SEE MONTAVA
PAHSE D PLANS 5. INTERIM AND FINAL BMP'S:
I I I FOR SWALE
00 / GRADING DESIGN AFTER THE INITIAL FILLING AND GRADING OF THE
II / SF /I SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS
PLAN THE TEMPORARY EROSION PREVENTION
IJ I I I \ CONTROLS SUCH AS:
. ....:..:.:.
1�o I I I -TEMPORARY SEEDING
-MULCHING
IIII I \ / -SURFACE ROUGHENING
a I I I 1 _ - SILT FENCE
0 0 ` _,.: NATIVE SEED TYPE 2 RECOMMENDATIONS ADDITIONAL
0
Recommd. PLS of Seeds
I
z
/o
i P THESE MUST BE INSTALLED WITHIN 30 DAYS OF
SCIENTIFIC NAME COMMON NAME PLS/lb. PLS/ft
Ibs/Acre in Mix COMPLETED GRADING OPERATIONS.
OSF � Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50%
Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% REFER TO THE SWMP REPORT FOR A DETAILED
DESCRIPTION OF BEST MANAGEMENT PRACTICES. TST, INC.
�to I I DO \ / Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% CONSULTING ENGINEERS
I I \O \ / / Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% 748 Whalers Way
° IT IS THE CONTRACTORS RESPONSIBILITY TO READ Suite 200 Fort Collins
I \ \ Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6/o AND IMPLEMENT THE SWMP PLAN. THESE EROSION Colorado 80525
I III \ Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% CONTROL PLANS PROVIDE A PLACE FOR THE Phone: 970.226.0557
/ CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF JOB NO.
I I S F / Total 9.95 68.8 THE PLAN AND DO NOT NECESSARILY SHOW ALL OF 1230.0005.00
EAST EDGE 0
-II III
Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III,Section 21-40 of the THE BMPS THAT WILL BE NEEDED DURING
II I 75' DITCH ROW 00 / Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION. THESE PLANS NEED TO BE SCALE 1" = 30'
I III ` OO responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 UPDATED, BY THE CONTRACTOR, THROUGHOUT
\ / CONSTRUCTION. DATE
to 1l2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in JULY 2024
LOD LOD LOD LOD / / two passes: first pass seed, second pass mulch.
*PLS-Pure Live Seed. EROSION CONTROL BLANKETS SHALL BE USED ON SHEET
`*The 10 Ib/ac mix is designed for drill seeding of grasses and forbs. If broadcast and harrow methods are ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK
used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the CS2, OR APPROVED EQUAL, SHALL BE USED. 4 of 37
rate should be raised to 1.5 times when using two passes.
Ld
��L? `�� \- w ? °° r)f - - -RICHARDS LAKE ROAD = > j 3
SF
a AL I
�� 4 '
I� 0 OD LOD LOD / LOD - D G� � L o OD LOD SF \�
\ \ \ 0
J I I \ o
- _ ,� I1 \\\ \\\\ \\ N\ \ \ \ \ \ \ \ \ \
d -
I f N � �;,,,. \ \\ \�` \ �� \\\ ��\ / / \ \ \ \ \ UNPLATTED O I III 1 / 150 0 150 30o w
` II \ 0 \
x \ \ \ \ \ \ \ \ NE . 3 , ,I � \\\
scale 1 =150 feet
\ \ \ \ \ \
\ ?\\\\ \ \
O \ \ \ \ \\\s
LEGEND
'o
\ \ I I w
\ \ \ \ \ \ �\ \ / \ \ r II \ EXISTING 5 CONTOUR o
\ \ ` \ \ \ \ \ SF I I \\ I EXISTING 1' CONTOUR
m
EXISTING RIGHT-OF-WAY
DRAWN
r J � \ \ \ \ \\
\ \ \ \ \ IIII \ EXISTING STORM DRAIN
J u I , - �1,� Q \ \ \ \ \ \ \ ` \\ \ \\ \ \ \ \ r CHECKED RFB
SF p \ \ \ \ \� \ \ \ \ -- \ \ \ �I \ EXISTING EASEMENT JFS
DESIGNED
AI PROPOSED EASEMENT - .- - - - - - - - RFB
1 IIII
0005-GRADING PLAN
PROPOSED LOT LINE
/ 11 II f \ \ \ \ ` \ \ \ ` \\ \ TRACT MM PROPOSED CENTERLINE �PDR L/C
`sO�o \ \ \ \ \ DE, UE, \\\ \ ` \ \ Z \ \ \\
/ x J \ \ \ ` \ \ \ FUTURE DEVELOPMENT \\\\ \ \ \ o \ PROPOSED 1 CONTOUR �5921
PROPOSED 5 CONTOUR 5925CC
75' NO. s \ \ \ \ \ \ \ \\ \ \ \ N �I \ \ PROPOSED FLOW ARROW O't •....••'•
x I I II l DITCH ROW
p \ \ \ \ ` \ \ \ \ \ \` \\\\ \ \ o �" \ \ \ FINISHED GRADE ELEVATION x 5026.19 NAIL\\ o !-'
PROPOSED STORM LINE W/MANHOLE
1 -j 100 -- `�\\
ROW \ \� PROPOSED RIPRAP PAD
/` \�
PROPOSED SWALE
FUTURE' / \\ iP
INLET PROTECTION � ❑®
- ' I' s4 _
r �- I ��• I p - \ \ \ \ � �\ \��\\ \\\ � � --� �'' R\ 1 � � SEDIMENT CONTROL LOG
L_ J\ I I \ \ \ \\ \ \ \ \ \ \\\�\ \\� CONCRETE WASHOUT AREA cwA
l VEHICLE TRACKING CONTROL vTc Z Q
SILT FENCE sF �« O J
SF
0.
RIP RAP RP Q
NOTES CIO
O
\ IIII I I I \\ \ ` \ \ \ \\ \ ` \ \\ _� \ 1. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE
/ y I II 1 I 0.
5� \\ \\ \ \ \ \ \\ \ \ \ \ / \ _ \� \` \\\ SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS
\ F I I II I I I / ` \\ \\ \ \ \ \� \ \ \ \ - \ \~ \ SHEET FOR RECOMMENDED SEED MIX. Z
2. POND SHALL BE LINED WITH A MINIMUM 3' OF COMPACTED
CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH
F- Ur � � / � \\\ \\ \ \ \\ \ \ \ � _ _- � I \ \ \ � OF10 MIL.
` 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE O O
111 A 1 \ `\ \ \ �\ \ \\ .r \ II \ \ NTH RECOMMENDA11ON MADE IN THE SUBSURFACE
>> \ \ �\ \ \ \ \ / / -� \ \ EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT 0.
II \ \` \ l \ \ \ \ \\` \ \ \ E- DETENTION POND EVALUATION OF GROUNDWATER AND
SUBSURFACE CONDITIONS", EARTH ENGINEERING Z O
CONSULTANTS, LLC, DECEMBER 6, 2022
J
II > I t✓ \ �\ `� `� \ \ �\ \ \\` \ \ \ I / \ \ 4. INITIAL BMP'S: Z W
\x \\ \ \\ STABILIZED STAGING AREA (INCLUDES SOLID AND Q Od
III I � � � � � � \
\ II I I '/ �\ / \ \\ \ \ \ \ / ` � SANITARY WASTE DISPOSAL AREAS, FUELING AND >
_ - CONSTRUCTION WATER FILLING AREAS, AND LOCATION OF
II \ \ �-�� \ MONTAVA PHASED \ \\ \ \ / I SPILL CLEAN UP KITS) Q Z
II , , SF .� ,, , _ v
�, �r > \ `� i \ \\ \\ \\ \ \ SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE
I ROAD Z
�� THESE AND ANY OTTER CONTROLS DEEMED
r 1I NECESSARY BY THE CONTRACTOR ARE INTENDED TO
BE INSTALLED BEFORE THE MAJORITY OF
20, UE_I
CONSTRUCTION BEGINS.
l
� � w�.
5. INTERIM AND FINAL BMP S:
L_ IF [Y�I II lI \ ` � loo�i \ \ AFTER THE INITIAL FILLING AND GRADING OF THE
I
�X I _ I) I ( \ �i \ SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS
A SF ' - i i \ \ \ \ \ PLAN THE TEMPORARY EROSION PREVENTION
/ - CONTROLS SUCH S:
� a0�
+ a0�� i \ \ TEMPORARY SEEDING
. l i /, �i -MULCHING
-SURFACE ROUGHENING
SEE SHEET 4 -ADDITIONAL SILT FENCE
NATIVE SEED - TYPE 2 RECOMMENDATIONS THESE MUST BE INSTALLED WITHIN 30 DAYS OF
COMPLETED GRADING OPERATIONS.
SCIENTIFIC NAME COMMON NAME PLS I lb.* Ibs/Acre Recommd. PLS PLS I ft 2 %of Seeds
in Mix REFER TO THE SWMP REPORT FOR A DETAILED
Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50% DESCRIPTION OF BEST MANAGEMENT PRACTICES.
Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7% , TST, INC.
IT IS THE CONTRACTORS RESPONSIBILITY TO READ CONSULTING ENGINEERS
Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% AND IMPLEMENT THE SWMP PLAN. THESE EROSION 748 Whalers Way
Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% CONTROL PLANS PROVIDE A PLACE FOR THE Suite 200 Fort Collins
Colorado 80525
Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6% CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF Phone: 970.226.0557
Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% THE PLAN AND DO NOT NECESSARILY SHOW ALL OF JOB No.
THE BMPS THAT WILL BE NEEDED DURING 1230.0005.00
Total 9.95 68.8 CONSTRUCTION. THESE PLANS NEED TO BE
Note:All materials furnished shall be free of Colorado State Noxious Weeds as defined in Article III, Section 21-40 of the UPDATED, BY THE CONTRACTOR, THROUGHOUT SCALE 1" = 150'
Code of the City of Fort Collins.This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUCTION.
responsible for calculating the appropriate seed amounts to purchase.This entire mix may be drill seeded to a depth of 1/4 EROSION CONTROL BLANKETS SHALL BE USED ON DATE
to 1/2 inch deep. If hydroseeding occurs,seed must not be mixed with a mulch for application. They must be applied in JULY 2024
two passes: first pass seed,second pass mulch. ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK
*PLS-Pure Live Seed. CS2, OR APPROVED EQUAL, SHALL BE USED. SHEET
*`The 10 Ib/ac mix is designed for drill seeding of grasses and(orbs. If broadcast and harrow methods are 5 of 37
used for grass seed distribution,the rate should be doubled. When hydroseeding methods are to be used,the
rate should be raised to 1.5 times when using two passes.
RICHARDS LAKE ROAD
Z
O
H
(n 0_
Z a'
O
L0
COUNTRY CLUB ROAD ; p
W
1
i
S
SEE SHEET 7
Z
0
0
cn EX".t30' :
: — ----- r -- d5- - SS '
� — SS —
SS
S - - — - - - -
SANITARY
-----
. SSS SS —POTABLE VAULT FOR WELL SS SS
SS S
Q
- - - - - - - - - - - - -S SS —POTABLE— — MOUNTAIN VISTA DRIVE
PROP. 5.0' SOFT SURFACE TRAIL—REFER--WSS — — — - - - - - - - - - WATER EXTRACTON
WSs
W W (SEE SHEET 27 FOR DETAILS) KEY wo MAP
TO PHASE D PLAN SET FOR DETAIL = -- I I r: m
PROP. FERTIGATION SYSTEM ROOM
N.T.S.
81 LF OF 8 PVC PIPE DRAWN
` PROP. IRRIGATION DISCHARGE PROP. 8 STUB FOR FUTURE PHASES (INCLUDING PSD
— — — — — — — — — -" oxo° --. -- PIPE FOR EXISTING WELL PARCEL , SEE SHEET 19 J J ""` RFB
T
)
I I ;> CHECKED
— — — — — — — — — — — — — — — — — — — —
— —I — — — — — — .. I PROP. PUMP HOUSE BUILDING SEE DETAIL SHEET 20 JFS
C I PROP. 18" MONTAVA IRRIGATION LATERAL PROP. 3—PHASE TRANSFORMER FOR MONTAVA \
DISCHARGE PIPE, SEE SHEETS 11-15 \ DESIGNED
PUMP HOUSE, SEE PAD DETAIL ON SHEET 21 \ RFB
I I z PROP. ROCK WALL WITH 6.0' WIDTH OF vv v FILENAME
o I CRANE ACCESS TO PUMP SE I I I \ / 0005_UTILITY PLAN
CLASS 18 RIPRAP OVER NON—WOVEN \
I s.; �
GEO—TEXTILE FABRIC, SEE SHEET 21 ,
FUTURE PARKS DEPARTMENT PUMP STATION \ i
SAND AND OIL INTERCEPTOR.
MONTAVA SUBDIVISION I , /. \ \�/ \ ' Y'� ' NOTES po Q
w SEE DETAIL ON SHEET 20 R- •••••C
f _ PHASE D TRACT SS L-PROP. WET WELL FOR PARKS DEPARTMENT � N•••' P�
WITH 24" BUTTERFLY VALVE AND PLUG xx z 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED Vim.' P
I TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY Q
PROP. PUMP SKIDS. SEE DETAIL SHEET 20---__ THE CONTRACTOR PRIOR TO CONSTRUCTION. •O��G D�S� •
I •
LL, PROP. 4" SCHEDULE 80 PVC PUMP SKID Q�� O�G .• ��
2. ALL PRESSURIZED IRRIGAT10N LINES SHALL BE .�F
= ~v` FILTER BACKWASH LINE. SEE DETAIL SHEET 20� � O •....••'•G�
I o kµ i - \, ;, BURIED A MINIMUM OF 5—FEET BELOW FINISHED
PROP. TRAFFIC BOLLARDS, - PUMPHOUSE BUILDING ESMT. 2 OFFSET / GRADE UNLESS OTHERWISE NOTED. SOON&
SEE DETAIL SHEET 23 " "
\ PROP. 18 IRRIGATION OUTLET PIPE. SEE SHEET 19 3. ALL IRRIGATION LINES 12 AND SMALLER FOR THE
PROP. 36" BUTTERFLY VALVE & 8' MANHOLE cam " '° i�'� i �� MONTAVA & PSD PUMP STATION SHALL BE CLASS
PROP. 4 WATER SERVICE FOR POND SHOULDER SEASON C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12
Ln I o ,`M; \A PROP. 36" INTAKE PIPE. SEE SHEET 20 J. u`=';k \�
PROP. POND HIGH m WATER SUPPLY WITH BACKFLOW PREVENTER AND 4" GAGE INSULATED TRACER WIRE.
;,. q-.> \ K.
WATER ELEVA TION \� �� f;
EX. 30' STRUCTURAL SUPPORTS. SEE DETAIL SHEET 20 ®� METER VAULT. SEE SHEET 24 FOR METER VAULT DETAILS
sAN. ESMT. �_ p . , ���i 4. ALL IRRIGATION LINES 12" AND SMALLER FOR THE
'' PARKS DEPARTMENT PUMP STATION SHALL BE HDPE
`` � TIE TO 18" PHASE D IRRIGATION MAINLINE
Ex. 20' <, RAW WATER INTAKE. SEE DETAIL SHEET 20 ,., ,r. \� WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
I ',UTILITY ESMT.' z'zxzx
ROCK BERM TO PROTECT INTAKE, SEE DETAIL SHEET 20 ` '- " " \\\ \\� 5. ALL 18" IRRIGATION LINES SHALL BE CLASS C905,
18 x18 TEE W/MRJ \\ \� DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE
DEPTH GAUGE WITH POND LEVEL TRANSDUCER =: �.(1) 18"x12" REDUCER W/ 12" GTV, \�\ INSULATED TRACER WIRE.
o FOR SCADA SYSTEM, SEE DETAIL SHEET 21 ` �' _�=' STUB AND CAP (W) VA i� Z
o Y " / / \\ 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF
(1) 18 GTV (E)
PROP. IRRIGATION DISCHARGE \\ 18—INCHES VERTICAL SEPARATION BETWEEN
Ex. 10" SANITARY MAIN PROP. 4 SCHEDULE 80 i \\ IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES.
(BOXELDER SANITATION) I I =,; PIPE FOR EXISTING WELLS PVC PUMP SUCTION
STORM PIPE AND DOWNSTREAM \
w INV. OUT= 4995.00 SCREEN BACKWASH LINE STORM STRUCTURES TO BE 7. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO Q
0 3.0'X4.0' TYPE L RIPRAP / INSTALLED WITH PHASE D /��z \\\ THE SAME STANDARDS AND SPECIFICATIONS AS THE
I PROP. OUTLET STRUCTURE, \ i CITY OF FORT COLLINS WATERLINES.
SEE SHEET 22 FOR ROCK WALL INSTALL " "
EX. 24" WATER MAIN (ELCO) I "-_ 8 x4 TEE W/MRJ \ i 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST
(1) 4" GTV (NW) \ `-' i CURRENT CITY OF FORT COLLINS CONSTRUCTION
NON—POTABLE VAULTS FOR WELL WATER EXTRACTION i
(SEE SHEET 27 FOR DETAILS) - \ <� , i SPECIFICATIONS. 2 z
/ \ i�� 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT D Q
z FOR THE EXISTING WELLS.
EX. OVERHEAD POWER
42 LF OF 8" PVC PIPE i/ \ > _ r r i/ i i0.
< 24 LF OF 12" PVC PIPE \ \ / 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION
_ o- i ;" \ \
o \ •off �1 \\\ i LATERAL PLAN & PROFILES. O
10"x12" TEE W/MRJ �• F� \ i
o I \ • G (1) 10"X12" REDUCER (NW) Z/- P`G�� , PROP. STORM DETENTION SPILLWAY �/
`�' ll
,I \ \ F (1) 12" GTV W/ STUB AND CAP (NW) __;;° ��;� P�' i ELEV. — 5001.50 LLJ
\ Z J
I Q 118 LF OF 10 PVC PIPE i i
"
I w >0 42 LF OF 8 PVC PIPE 'S� J /z
_ - O \
W
j Cn
I �
I � I
I I
I I �
EX. 75.00'
NO. 8
DITCH
= ROW
I I o
I I �
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB NO.
1230.0005.00
SCALE 1" = 50'
DATE
50 0 50 100 JULY 2024
SHEET
scale 1"=50' feet
6 of 37
VAU
L
T
VAU
L
T
VAUL
T
VAU
L
T
VA
U
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAU
L
T
VAUL
T
VAUL
T
VAUL
T
VA
U
L
T
RICHARDS IAICE ROAD
Z
O
H
� �
Z �
O �
�
COUNTRY CLUB ROAD ; p
, I� ,, � �
�
rc
�
c
c
a
i
w
H
Q
�
MWNTAIN VISTA DRIVE
KEY MAP �
N.T.S. °°
� DRAWN
RFB
NON—POTABLE VAULTS FOR WELL WATER EXTRAC110N I CHECKED
� _ _ _ _ (SEE SHEET 27 FOR DETAILS) - JFS
- - - - FITZSIMONS WELLS 1 & 2=4 CFS= - - - - - - - - - - - - - - - - - - - - - - - - _ _
� — — — — — — — — — — — — — — N ��HO— DESIGNED
� RFB
��—� � � � � � � � � � � � � IMH-1H — — — — — — — — o —
W� JA� �/V �nl 111/ W �� STA. 45+30.Z� ``� ``� `J `J � I� `J ��—��� 3 `J `J `J `J � `J `J `J `J `J `J M FILENAME
J� W J��� J�L�� J� ��1 ��/ ✓1L—� � .J� �� � � I \ / 1�/
O—'� O N IL1 � �ll/ \Al 1�l
� � � � � � � � � � � 44 LF 18" HDPE � �-RICHARDS LAKE RD. � � � � X � �0° �� � � � � � � � � �—� - — 0005_U1ILITY PLAN
�HO—��HO �HO �HO �HO �HO �HO �HO 0 �HO H 0 �HO �HO �HO �HO �HO w � �HO �H �HO �HO �HO HO �
- - - - - - - - - W- - - STA. 44+86.42 - - . - - - - IMH-11 _ _ _ � _ _ IMH-1J } HYDRODYNAMIC SEPARATOR
- IMH-1F � - - - - - -a - - - - - - - - - - - -STA. 50+25.08 - - - - - - - _- - - - =_ - - STA. 55+25.08 --m � _ - STA. 60+02.86
STA. 35+85.69 � • _ _45' BEND W/MRJ o „ � � �- - - - - - - - - - - - - - - - - - - - - - —
a- - a W 495 F 18 HDPE � 500 LF 8 HD E W � 4 LF 1 " HDP � I / - ���PDN•L/c �.
� �00 LF 18'" H P - - - - - - - - - - - - � � 30 LF 1 " HDPE �� 46+00 � 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 ? p.56+00 57+00 58+00 59+00 60+00 I � � / C�.•,`� OJp' 0�
I36+00- - - -37+00- - - - 38+00- - - -39+00- - - -40+00- - - - 41+00 42+00 a 43+00 44+00 �5� � - - - - p - - - - - - - - - - - - - - - - - - - - - - - - - - �� - - - - - - - - - - - - - - - - � • � '�
� � W- — — — — — — — — — — — — — — — — — — — — — V•
- - - -" - - - - - - - - - - - - � � � N � � • QQ �G
.
I I 25 LF OF 10� PVC PIPE � \� SEP U D C.� Q���'G�S�
:: �
I I IMH-1G SEE SHEETS 11-15 FOR PLAN & PROFILE � ,`�,0 I I I Q�F0� . �v�
, i M STA. 41+85.84 +G���, �L�� ± I I I � I ��� S�•••.••E��'�
�
_' 4 QP�eG� � �� I I I I oNAL
20' PRdP. UE � �.��� �� � E�x. ��oo' I
I ,
� i g \� UNPLATTED 'o � I RiW� �
I �\ NE COR. S32, T8N, R68W � FU$�RE ,
� �
I I �� I ROW � � \
� � � �\ I � � �
v� Q � � � �� I
o � � '
+ � Z
c � \ r+
cn � I \� �� p � �
�
� I o i ��\ � � � � Z
� o TRACT MM � �o N � \ I O
� + DE, UE, \ + � \ �
� I I FUTURE DEVELOPMENT � � � � \ �
� I I �� CONNECT EX. 15" CONCRETE I � \ Q
I I � PIPE TO PROP. 15" HDPE PIPE � �
� o \�� IMH-1K I o � I I � I �\ �
cn I + � S T A. 6 5+0 2.8 6 � � � I I � �
� � � �� 44 LF 18" HDPE
STA. 30 M85.69 I I \� SPLITIING STRUCTURE I � � Z
� I I � STA. 65+49.75 I � Q
"'I i o REMOVE APPROX. 76 LF OF 15" CONCRETE PIPE � I I � J
I I T1E TO EX. 15" CONCRETE PIPE L — I � I � �
STA. 29+63.53 O �
\ � �k,
SEE SH EET 7 �`� , �� � �
� � ' J
EX. 15" RCP � � �
INVERTED SIPHON � � I oo O �
�\ � ° Z �
� �
� � Q
� >
Q
NOTES �
Z
1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED O
TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY �
THE CONTRACTOR PRIOR TO CONSTRUC110N.
2. ALL PRESSURIZED IRRIGATION LINES SHALL BE
BURIED A MINIMUM OF 5-FEET BELOW FINISHED
GRADE UNLESS OTHERWISE NOTED.
3. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE
MONTAVA & PSD PUMP STAl10N SHALL BE CLASS
C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12
GAGE INSULATED TRACER WIRE.
4. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE
PARKS DEPARTMENT PUMP STATION SHALL BE HDPE
WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
5. ALL 18� IRRIGATION LINES SHALL BE CLASS C905,
DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE
INSULATED TRACER WIRE.
6. CONTRACTOR SHALL PROVIDE A MINIMUM OF
18-INCHES VERIICAL SEPARAl10N BETWEEN TST, INC.
IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. CONSULIING ENGINEERS
748 Whalers Way
7. ALL IRRIGAl10N LINES SHALL BE CONSTRUCTED TO Suite 20o Fort Collins
THE SAME STANDARDS AND SPECIFICATIONS AS THE Colorado so525
Phone: 970.226.0557
CIIY OF FORT COLLINS WAIERLINES. JOB N0.
8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST 1230.0005.00
CURRENT CITY OF FORT COLLINS CONSTRUC110N SCALE 1" = 100'
SPECIFICAl10NS.
DATE
ioo o ioo 200 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT JULY 2024
FOR THE EXISIING WELLS.
SHEET
scale 1"=100' feet � 0f ��
10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION
LATERAL PLAN & PROFILES.
�
0
rc
�
�
i Z
� O
H
E. COUNTY ROAD 56 (n �
I Z �
I � U
(n W
I � �
I �
I
I
I
I
I
I w
I Q
I �
I . . . � . . . � . . ��.
I RCEL GWNER: r OLU I REUBEN/LENORA HOMES I EAD L m
� � �-� / �,��Ilif�i�r �D�f������ 5n�� N Gni,)��TY �n�� 1 � . F�:� � �
I _ DRAWN
� RFB
I CHECKED
� JFS
I DESIGNED
E DOUqJ1S ROAD
I RFB
I FILENAME
�
0005_U1ILITY PLAN
I � �
I
�- �
= p, 0 L/
I � g �p� �....�C
� � Z v�;•%��`N �p�1 G,�p�
I
; PQ ,�v
I � O��G G��S : �
� e�F�� '���
i I � ,.
� •....•• �G
� I �
S�ONAL E
I � \ — _ — — — _ �
, � - - - _ �
PROP. IRRIGAl10N CONCRETE - - - -PROP. HEADWALL FOR WSSC
FES, SEE SHEET 17 DIVERSION, SEE STRUCTURAL PLANS � z Q
� \ U O
� SHEET 36(S9) FOR DETAILS � \a�
�
I 3p� PROP. 24" IRRIGAl10N LATERAL, SEE �c`� � \ wc�n�os w�Ro,w
�_ � � eY SEp ESMT SHEET 16 FOR PLAN AND PROFILE � \ � �
_0 _
� �� I � _ __—_ — �\
_� �_ —�C,
� o � ��� �� T1E TO EX. IRRIGAl10N PIPE
-— —�_ � W \\ � — — --��\ — — — — — — — — — — — — — — — — — — — — Z
� \ — - - - - \\ \ I EX. APPROX. 20 LF OF 18" RCP
- — — I I � � — � � � \ � I EX. STORM STRUCTURES
� � PROP. IRRIGAl10N MANHOLE FOR � � � �� \ —
� m � — — �_- - - - - - - - - - - - - - _ EX. 18" FES STRUCTURE �
I I WSSC DIVERSION, SEE SHEET 16 �\ \ _ ___ _ __ ______ _ __�__ _—_ _ _ _ _— �
I � �S II EX. MONTAVA IRRIGATION LATERAL DITCH — � � CWNIRY q.UB ROAD a
I IR GAT10N ILATERAL CONVEYAN�E,TSEE \ �\ �� I ~
� EX. HEADWALL STRUCTURES � �,1
� � I � { � �
SHEET 17 FOR PLAN AND PROFILE � ��� � s
� � � ii ° - �
� T1E TO EX. 18" ABOVE II Y� �
� GROUND IRRIGATION PIPE \ EX. 18" ABOVE GROUND g� �
� IRRIGATION PIPE Z
a
I I �i PROP. HEADWALL STRUCTURE, SEE STRUCTURAL = � Q
Ek � �I PLANS SHEET 37(S10) FOR DETAILS � J
� A��esS�Ro I I �
i �� '�� II MWNTAIN VISTA DRIVE �
I I' II REMOVE EX. HEADWALL STRUCTURE KEY MAP
� �� N.T.S. O �
II � �
II � �
� II Z J
� �� O �
� �� Z �
m
o I I a
Z I I �
� I I Q
�� NOTES �
n �� Z
� �� 1. ANY UTILITIES NEAR CONSTRUCTION ACTIVITY NEED
� � II TO BE VERIFIED HORIZONTALLY AND VERTICALLY BY O
� °' THE CONTRACTOR PRIOR TO CONSTRUC110N. �
1 � ��
� I � II 2. ALL PRESSURIZED IRRIGATION LINES SHALL BE
� I � II BURIED A MINIMUM OF 5—FEET BELOW FINISHED
( I � II GRADE UNLESS OTHERWISE NOTED.
I
I I � ►� 3. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE
I I � II MONTAVA & PSD PUMP STAl10N SHALL BE CLASS
I I i II C900, DR 18 PURPLE PVC PIPE WITH A MINIMUM 12
I I I II GAGE INSULATED TRACER WIRE.
� I �I 4. ALL IRRIGAl10N LINES 12" AND SMALLER FOR THE
� I � �I PARKS DEPARTMENT PUMP STATION SHALL BE HDPE
� I � II WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
/ I
I r1I1�.LL. c'�G I I I�UUU�JL II i-,l\�,iLL. c�G I /`fVv ;'
/ I � �ARCE� OWNER: GI��E� II �ARCE� OWNER: �A��_;�,;� � �, � ���- r �„ , �� � 5. ALL 18� IRRIGATION LWES SHALL BE CLASS C905,
I � , 5 FOX RIDGE CT, FOR-i DR 18 PURPLE PVC WITH A MINIMUM 12 GAGE
/ i i �ITE/ MAILING AD li �ITE ADDRESS: 501 _ I I - - ^I r + r ^r INSULATED TRACER WIRE.
/
( � i II 6. CONTRACTOR SHALL PROVIDE A MINIMUM OF
� �� 18—INCHES VERIICAL SEPARAl10N BETWEEN TST, INC.
I � I �� IRRIGATION LINE AND ALL OTHER EXISTING UTILITIES. CONSULIING ENGINEERS
�
748 Whalers Way
� � � IL - - - - - - _ 7. ALL IRRIGAl10N LINES SHALL BE CONSTRUCTED TO Suite 20o Fort Collins
� � � �� THE SAME STANDARDS AND SPECIFICATIONS AS THE Ph nelor970.226 0557
I �/ I � � CIIY OF FORT COLLINS WAIERLINES. JOB N0.
I I � � 1230.0005.00
' 8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST
CURRENT CITY OF FORT COLLINS CONSTRUC110N SCALE 1" = 100'
SPECIFICAl10NS.
Z 9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT �A� JULY 2024
FOR THE EXISIING WELLS.
SHEET
�o0 0 �o0 200 10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGAl10N g of 37
LATERAL PLAN & PROFILES.
scale 1"=100' feet
VAU
L
T
VAU
L
T
RICHARDS LAKE ROAD
Z
O
H
� �
Z �
O �
�
COUNiRY CLUB ROAD ; p
I� � I , � �
I� � �
�
z
�_ � el � � — �
_ j � I � a'
� Z
�' � o w
� � � �,�- � � � — Q
� l I �;, ', = z - - - _ — — — — _ — — — :_— __ _ _ _ o
_ I � . . U� .; _ _ __� O _ _ . — . _ _ ___—. —:— ,—--�_ —� — ——�- — -- _ . — — — ' — � � . � MWNTNN VISTA DRIVE
_ _ _
. —�- ` � � _
— ' — � o
. — . — . . _
1— � � — _ —�— � —� -. _ — — . — . — . — — — � — — — — — _� �_ � —
. —. . — . — . — — . — .
L . _ _ _
� � � � _ . — — � — � — � � a° � � — . — . — — _ - — — — m
� I — - _ - � �
� J—
. _ - . . .
- - .I ^ - - - -- -- - �j0� DRAWN
cn cn ! _— _
RFB
v> = �,E -- — - � _ _
� � -- <
CHECKED
- I IMH-1 A �5�05� IMH-1 B IMH-1 C
JFS
?, I _ __ __ - _ STA. ZO+H'rJ.G9 DESIGNED
STA. 10+85.69 - - - - - - - - - - - - - - - - - - - - - - - STA. 15+85.69 - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RFB
- - - - - - - - - - - - - - �
C:U N
_
' - - -- - -
\ ;' 11+00 12�-00 13+00 _ m� �_ _ _ 14+00 _ _ _ _ _ _ _ _ 15+00_ _ _ _ _ _ _ _ _16+00 _ _ _ _ _ _ _ _ 17+00 _ _ _ _ _ _ _ _ 18+00_ _ _ _ _ _ _ _ _19+00 _ _ _ _ _ _ _ _ 20+00 _ _ _ _ _ _ _ _ 21+00_ _ _ _ _ _ _ _ _22+00 FILENAME
i — — — — — — — — — — — — — — — — .
� ` _. ; ;,_ 0005�IONTAVA IRRIGATION LAiERAL
,
�_
'�8) � ` o° � � � ' , �oo°` � � � � �.��P�N L�C �,
...
�� �.�" , INV. OUT = 4995.00 a � / � � '— '' � c��:Q�P Q�������
� I " I �� I �
.
I � '� � �\a1�C � — � • ��G P�S��
� �
.
', o i �,I' � ' i PROP. TYPE L, 4.5'X6.0' RIPRAP , '� w ��p GO ��
a, ' P A D A T B A S E O F R O C K W A L L , `�\ Q F O� ; <v
,,� �J ...G�
� ;';' r I � I — — �o� •....• `
� ; �� � � ;���� i � EX. 30' � � � / � I S��NAL E�
� U E \\��\ __� �
; � ; �
; � ' �aC�\ _ � � — -� w
, ; � / \\�� � � - Soo3 — i � � — NOTES
� �
w
I � i �
j �� ' EX. 21" SANITARY MAIN (BOXELDER) \\ ,�\� / U�
i �, , I � � � J � \ � � 1. ALL HDPE PIPE AND RCP SHALL BE
� I , � ,, �\ WATERTIGHT AT MANHOLES AND
� I
' ; � � � � � EX. 12" ABANDONED SANITARY MAIN (BOXELDER) � � � � � � �OINTS.
ili i ,! , '
i �\ � �— � — � � � 2. WSSC CONNECTION GATE: RUBICON
� II ,
� i i � � �'� ��'� � � � � � � PIKOMETER PM-450-2400, SEE
i i � �� i i � o,� 00'S � � � DETAIL SHEET 23
' i � i� �
� ii o h �
� � i � � � � 3 P KOME�ER EPM�450 A1400RUBIEON Z
� � I �u�i � i �- ��\ �oo� /
�, ; DETAIL SHEET 23
� ,
� �
�
� J
. �
' ii �
c�
,
� �
�
���� �
. s a
� , o� �
I
�
� o�
Q
� W
� �
� �
5015 5015 �
M ON TAVA I RRI GATI ON LATERAL � Z
� O
-
� �
5010 5010 O Q
PROPOSED � �
�
GRADE
�
� EXISTING Z �
5005 � � _ - - GRADE 5005 �
� � — � — — — — — _ � — — — — — — — — — — — — —
— — —
� � - - - - - - - - - - - - - - - - - � - - - - _ - - - - - - - - - - - - - - - - - - - ---� - �-� �_ - - _ ---- Z Q
�
_ �
� � >
H�� a
MGL H L HGL HGL HGL HGL HGL HGL / HGL H HGL HGL HGL HGL GL HGL H L HGL HGL HGL HGL 'HGL HGL HGL HGL HGL HGL HGL i HGL GL � N �
HGL HGL I � � I 1 I � �
5000 � 500o a �
-� z
1 � � ' ' ; W � O
, = z
� � 5S�0 30% I � O �
4995 500.00 L.F.
85.69 L.F. S=0.30% 18" HDPE �
S=0.30% 18" HDPE � W
18" HDPE_ � _ w
�_ -1 �
� _
4990 � w ^ � ^ 4990
Z _ i
Q �� J �v � �v
� � Z _ I Z � Z
� v t0 �_v Cfl I_v Cfl
T rn Q 00 � c� N Cfl o0 � � �
rn F' � I � � � � � N �
O � I�I cai� � � p � �
4985 �e. a�i on_: u_� . � � � g c° � � �
rn o o � �n �n � � � � � � 4985
� O Z � N a ao ap O II ao a ap O II oo a oo O II
� +� m Xo � + �o II � � O + ,� II
0 0
Q � a _ w Q o r� � �r� � v � o �n �� �
m � �n � �
� � �� X � r llZ � � H � IIZ � � HN IIZO
(nQ� w 2Q � > > 2 J a � > > 2 J a � > >
4980 � c~n? � v~i � ? ? � � v~i � ? ? � � c~n � ? ? 4980
— i i i i i
9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 21+50
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
Z JOB N0.
1230.0005.00
�
� SCAL H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 11of37
�
�
RICHARDS LAKE ROAD
I ' I'
I � II , Z
x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x�" o
� �
55 55 ��-�—�J �J �S JS--�-S� S� �� �� J� �� SS SS -SS—��SS Z U
—SS SS SS—�SS SS -�-��5 � SS SS SS SS SS SS—�SS SS SS _ _ ,,
o �,
--- — ` - "" COUNiRY CLUB ROAD ; p
��� \ i I„�II�I �
� V ` � _ —1 — _ -- _ _ __ _ - _ __ -
- — — — — — —
� � -- — — -_ -— _=_ — ==-
— —
I,
C� ' — — — -- - - --- --= — — — �— — - —— -- _ - s
- -
- _ . - - -- . ._-- - . - - - �--'- . �- . i---- - -- . . - --� - - -
. . . � . _ . � .. _ -- - � . � O
� � �- . _ ' - - � � . - � �- ' � -� _ - . _� � � = ...._ _ . _� � . � � � . � . � -- - � . _ . ' - ' - -: _- . � �. � ' _ . C9
�
� �
_� =. �T '_' � . � - . � " � . __ . � � . � . . � . _ 2
�� _ . _ . — . � — FUTURE N0. 8 DITCH DIVERSION � _. _ _ - — — . — — — � — — — — � � — — _ — — — � �
� o°- . . _ _ � � o
� . — _ . — — — a
-- __ -
— ,
— . -- _- Z
. - _ � -
_ _ -
_ - -
_ _ - - - - - �
- -- - _
, __ , _-
— - -
_�- --- -- --- -�- - — - -
\ � _ _ _ _ � — _ � o
_— _�
� �J �� �� ` � � �\ MWNTNN VISTA DRIVE
� I �, _ , � KEY MAP m
,-�1��� -,_ . �� ,��� - IMH-1D IMH-1E �
. �`�� ,. ��
� STA. 25+85.69 ��� STA. 30+85.69 N.T.S.
- _ DRAWN
22+00 - - - - - - - - - - - - - - - - - - - - - - - - - � - -
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
- RFB
� 23+00 24+00 25+00 26+00 27+00 m� � 28+00 29+00 30+00 31+00 32+00 33+00 34+00 �
CHECKED
� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - • �- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � JFS
� ,
o - � �� �
� �j '; � ,� (O �:, / �� ' �n h� � �; � DESIGNED
W � � � �� I , � � �
�, � W RFB
' � W FILENAME
� � � � ,�� � � � � � � � �
�
, = 0005�IONTAVA IRRIGATION LAiERAL
i �
� � ' � I I � ��
� ' �
� 'r
�
, j � l l � �
W ' � � ,
I � � I � � { _ ' w ���PPN••`•'C �
W I � ��
� i � ,_ � v�;Q� Q�p�G,(�p�
� I , / � I �, � / , ; � PQ S�� .
�
� � � p�� p� . �
TRACT MM
�
� G .
�
�
/ / , / Q�, � .
� o .
, �
.
D E, U E, � � � '�� �•• �
� � .
O
.
� ....
G
, / % FUTURE DEVELOPMENT _ � �
� � S��NAL E�
� � �
, , � � �'
� ;� , � � � � C ,, �
' � � � � � ' � �
, / � I NOTES
,; f � � . I
I , 1. ALL HDPE PIPE AND RCP SHALL BE
� � � � � ' � � � � ; WATERTIGHT AT MANHOLES AND
! ;� � � ,- � � � JOINTS.
�
' �I / / / � / � / 2. WSSC CONNECTION GATE: RUBICON
PIKOMETER PM-450-2400, SEE
� �� � � /� / � � � � � DETAIL SHEET 23
� �
% � � / � � / � / 3. NPIC CONNECTION GATE: RUBICON
� � �� / %' ' / PIKOMETER PM-450-1400, SEE Z
� �
� � � � / ' DETAIL SHEET 23
� J
� a
a o�
5020 5020 � W
- - - MONTAVA IRRIGATION LATERAL - - - - - � �
EXISTING � — ' ' ' � �
GRADE � �
5015 - - - 5015 �
FUTURE N0. 8 DITCH DIVERSION - - - - � Z
- - _ _ , - - - - - � 0
- � - - �
- _ _ _ _ - - - - � �
— — � � �HGL H6L O Q
�JO�O _ — — — — — L_ HGL 5010 �
- - - - - HGL H �
- - - �Hc� 00 L.F. �
— — — — - �HGL HGL rjOO. t �
— _ _ _ � — J L � HGL H� S��.00pIo
- - - — � HGL HGL NGL � �a" HDPE � �
5005 � _ _ — — — — _` �HGL�HGL HGL�H HGL - - �J���J O �
� �H L HGL HGL� - �jOO.00 L.F. � � �
HGL �
� HGL HGL HGL H�L GL HGL HGL H¢L HGL HGL HGL HGL GL - S=O•$�% f >
� � �g" HDPE � Q Q
W �_ � � - w � ~
5000 - w 500o a z
v N = ~ O
� z
w w O �
4995 � 500.00 L.F. � 4995 �
S=0.00%
- 18" HDPE f
-PROPOSED SIPHON �
f
4990 - 4990
.-. �
f r.� r.�
� � � �
N O
O I� � I�
� � � O
4985 g, c° °' o � ,a, t° '`� o `n 4985
aoo`�oo `n II
� � � � II
� +� II � � + � II �
� N � ? O � � � ? O
= Q � > > 2a � > >
4980 � N � z z � N � z z 4980
21+50 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 34+50 TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
Z JOB N0.
1230.0005.00
�
� SCAL H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 12of37
�
�
RICHARDS LAKE ROAD
Z
O
H
� �
Z �
O �
�
COUNiRY CLUB ROAD ; p
I� � I , � �
I� � �
�
z
�
� I S
� , � � a
W `
� � � � � � � Z
I \ � \ o � � � w
. , �
, , _
� �
--
\ � �',, s �, � � � � — Q
� � . ,\ ,
I cS � \ 1 ` \ \ \ �, _ - - _ MWNTNN VISTA DRIVE �
= —� — — — - � '�� � _ KEY MAP r
� + — - - - - - - - -- - ^� - - - '- - - - - - - - - - - = - - - - - - - - � - - - - - - -
� N.T.S. °°
�� _ �� — ��- � - � DRAWN
c _ —
�� ����' - ___ — _ � _
RFB
� � _
���.��� r
\ �� — _ ��- — �- '� � � J —J J� J— J J � J J � � J J J J J J � _�_�--- _ � -
WI — _ ``� A``� ``� \. � � .�� O) `J ` CHECKED
W — JFS
— W '�'— W � ���T---� W �— � o--o.-�—o — —��i�v �p� —�ni � —�ni_ ,�ni �-_ —�ni Jp( —�n� �N Jp(— �n� Jp( �N W Jp(_ �n� ,�p� �N _ w , '1��' — W �EsicNE�
� � o w — ,
� RICHARDS LAKE ROAD FITZSIMONS WELL
_ -��—� _ ' � _ � _ � _ � � � _ �-� X _ X� — — — — — — — — — — — — — - — — — — — — — — — — — — — — � — — — , — � — RFB
� �w w —� � � � �— ��. � � � � �— � � � � � � � � � �— �
I ' .____-- - _ FILENAME
- STA. 44+86.42
HO�-^ ?H0 �H0 - �H0 - �H0 �H0 �HC -_ - �i-i �H0 �H0 - �HO�� - �i-,0 �H0- �H0= __ �H0��H0 0 �N0 �H0 �H0 �H0 �H0 �H0 �H0 H0 �H0 �H0 �N0 � 0005�IONTAVA IRRIGATION LAiERAL
N — ' - 22.5' BEND W MRJ
� JG \ So �3s �, ` � - - - - - - - - - - - - - - - _ _ �
/ fi _ -- _ - , - �, - _ - - - - - - -
_ �
� , � - _
� �5 � �- � - 104 - - - - - -
=' �025— � � So3.;�,�3 �„� �� � � - - _ - - - - _ _ � � � - I 1 5+30.21 � � p0 L/C
_ MH
W IMH-1 F -- - _ � � __ � � s 2 _ � , � � � : � STA. P
W ( I � , STA. 35+85.69 _ _so24 — — ,_, _ \ °3� \ I � - - - - - - - - - - - - -,� - - - - - - - - - w �p`����P �O�P�O�
......
N �,
= Qe ,��G
75' I.O. $ - - - - - - - - - - - - - - - - =� - - - - - - - � - - - - - - - , - - - - - - - - - - - - = - - - - - - � � w � 4s+oo 4�+00 = � G P S .
U� I DITCH ROW � . N �� ' a � a � o�5k°� � ���� G�� ;�
36+00 37+00 ' . 38+00 39+00 40+00 41+00 42+00 „ 43+00 „ 44+00 �_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Q� `O� �
W � � � � - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - IMH-1G � � � � O� � .. ..••' ��..�.�v
W cn I ' I I ; \ _,,\ ,, STA. 41+85.84 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � � W � S��NAL��G
r n � ,, , ' '�I .1 I I � � \ \ Jo2,
� � � �� � � � � I I �, � \ � � � \ \ ��� (n
� � \
, ��� � � I I ����� ��. ., A ��� so ��,. �� � � � \ � � \
' I � 1 � i � � � � �s � � \ � \ � � NOTES
i � ���<�7
U' �\ , ' � � � � � � �so , � � � � � 1. ALL HDPE PIPE AND RCP SHALL BE
X � � WATERTIGHT AT MANHOLES AND
�I I. ' ', � � I � I \ \ � 2S� ` � � � TRACT MM �/ �
, �' i � � �� �, I��, "' I V � so24 \ `� � � ���� D E, U E, � � � � � � JOI N TS.
� � � � .
I � \ � FUTURE DEVELOPMENT �
I �
�n �� � � �� ,-�� I I� �%�- ����_, � ������ so� �� � ������ � � � 2. WSSC CONNECTION GATE: RUBICON
� � � � ��.
I I � -- 3 \ `� � PIKOMETER PM-450-2400, SEE
-_
X I . ` ' I � , � , \ . � .. � \ ` DETAIL SHEET 23
I
� i ! I ' , . � i i , _ __ m _ . � �
3. NPIC CONNECTION GATE: RUBICON
PIKOMETER PM-450-1400, SEE Z
DETAIL SHEET 23 O
5045 5045 � J
� a
M ON TAVA I RRI GATI ON LATERAL Q �
- H W
EXISTING �/�
GRADE VJ �
5040 5040 � �
, _ _ - - - - - - _ - - - �
- > � - Z
�� � FITZSIMONS �
5035 �� WELLS 1 & 2 10" - 5035 � O
�� PVC PIPE �
� � - �
�
�
-1 ' - � �
�
� �
�
� �
5030 �� � / _ 5030 � �
� �
�
� -
�
� - �
N , � , , - � - _ � Z a
� a �
5025 � , , � - �5025 �
w - - - - - � - W � �
W _ , _ _ _ _ -�_ - - -- � W a Z
_ , - - = H 0
" Z
5020 � _ - - � � '� _ �5020 �
w - - - - w O
� i � � � � �
� �
5015 HGL HGL HGL H HGL
HGL�HGL HGL HGL—�—HGL H L HGC HGL HGL 5O�5
I I
I HGL HGL HGL�—HGL GL HGL i I �
� HGL HGL�—HGL H L HGL �HGL HGL HGL �iGL HGL f HGL H ^ 300.58 L.F. 43.79 L.F.
HGL i v S=O.3O� S=O.'JO�
Hc� GL"c'- 600.15 L.F. � 18" HDPE 18" HDPE -
� S=0.30%
5010 - - "
18" HDPE � - - � � 5010
,-. ",-. �
- N - � 3 - r.�
w�' w Z �' — W
.� � ....� � _ � �
� � � ^ � � � N
r7 cV N � � � r'� �
5005 ,� �° � o `n � � C° oo `n � �� � `V `Do `n 5005
opo�oN `n II
p � °�oj � �.n II o at°oo OM �i `� II
� + � II � � + � II II � = i? +� � + � II �
� �
� "� II ? O � � �� ? ? O m � II = � �� ? O
= Q � > > = Q� > > > - "' Q> = Q � > > TST, INC.
� ~ Z Z � ~ Z Z Z - N ~Z � ~ Z Z 748 Whalers Way
5000 - � � - - - N � - - `V N- - N �i- - 5000 CONSULTING ENGINEERS
34+50 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 Suite 20o Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
�
� SCAL H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 13 of 37
�
�
RICHARDS LAKE ROAD
Z
O
H
� �
Z �
O �
�
COUNiRY CLUB ROAD ; p
I� � I , � �
I� � �
�
�
z
- _ __ 1 I I \
_ � �
c
- �, �
- - - - - - _- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Z
- - - - - - - - _
- - - -- - - - - w
- - - - - - - - - �
- - - - - - - - � H
__ _ - - - - - Q
�
� MWNTAIN VISTA DRIVE
� _ - -`J---- `.� _ `.� `.� .� ``� � — �—�-`J- � `J `J `J ``� ``� � — � `J `.� `� `J `J ' `J `J `J `J _`J `J `) — � — � — `J
= — — — -� �— — — — — — — — — — — — — — — — — — — —
- KEY MAP r
-��ti� �l W _ W �'_ W .�l � o— ��o—�_�- .1� W — W .�— W ��� ��� _ W W _ W W W VV W W W W W `�^J W W W N.T.S. m
� � � RICHARDS LAKE ROAD — — — —
� � � � �— � � �-� � X� w� � � � � � � � � � � � � � � � � �— � � � � � RAWN
— w — — — — — — — — — — — — — — — — — — — — — — — D
— — — — — — — — — — - — — — — — — — — — — — — — — RFB
�HO �_H(�- �HO �HO �HO �HO �I-10 HO �HO �HO �HO; �H0 �HO �HO �HO �HO �HO �HO —�HO �HO �HO �HO �HO �HO �HO �HO �HO
� - - - - - - -- J - - - - - - — - - �/ - - - % u J CHECKED JFS
� - -- - - - - - - - - - - - - - - - - - - - -- �
- - - - - - - - - - - - - - - - - - - - - - - - - - -W - - - - ESIGNED
� � IMH-11
- - - - - - - - - - - - - - - - - - - - D
- - - - - - - - - -
- - - - -— - - - -- --
� - - - - - - - - - - - -�
-
- - - - - - - - - - - - -
- - - - - - - - - - - - - RFB
w o STA. 50+25.08 � \\\ STA. 55+25.08 m o � , I FILENAME
W � LL� 0005�IONTAVA IRRIGATION LAiERAL
W 47+00 48+00 49+00 a 50+00 51+00 ♦52+00 53+00 54+00 55+00 56+00 = W
� •` o W 57+00 58+00 59+00 �
V / w - - - - - - - - - - - - - - - - - - - - - `
- - - - - - - - - - - - - - - - - - - - - - - - - - - � �
- - - - -0 - - - - - - - - - - - - - - � (n
- � - -�o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �p,��.L/c
.
W � t�,.�-�'�c;v�,`�'�~' o � v'� �o° N W �p�'��`Z,PN p�1P�' pC�
(n I I , � eP e ` N � \ � W � � Pee� �G�
' ti a
� � � • .
� e�- � � ��G o�S� �
, \ ` I ��0 �G ;�
.
TRACT MM o w `so�, ` \\ , UNPLATTED ��FO �� ���.•;��
.. G
DE, UE, �� �' rn �� I NE COR. S32, T8N, R68W � S�ONAL��
FUTURE DEVELOPMENT � I
\
� � �
` � NOTES
� � �� , `, � .� ��
'�, A � 1. ALL HDPE PIPE AND RCP SHALL BE
�
- - - - - - - - - - - - - -� - - - , �\ - �� - WATERTIGHT AT MANHOLES AND
� I \ � JOINTS.
i � `� \ � 2. WSSC CONNECTION GATE: RUBICON
� � PIKOMETER PM-450-2400, SEE
� DETAIL SHEET 23
3. NPIC CONNECTION GATE: RUBICON
PIKOMETER PM-450-1400, SEE Z
DETAIL SHEET 23 O
_ J
� a
5040 5040 Q �
- - - - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ MONTAVA IRRIGATION LATERAL ~ W
, � H
_ � _ �
, �
,
5035 � � � 5035 �
� � ` ` � �
_ - - _ _ _ _ _ � 0
5030 - - - - _ _ _ EXISTING 5030 � �
— — GRADE Q
_ _ _ _ _ _ — — — — — — O �
— _ _ _ _ _ � �
_ _ _ _ _ _ _ — — — — — t �
— — — — — — — — — � �
5025 � � 5025 O �
� � z a
� � a >
w - w � a
5020 W
� HGL HGL HGL GL HGL HS HGL HGL W �JOZO �
rn �/ /-� Z
V / �- HGL HGL HGL H L HGL HGL HGL �
HGL HGL HGL GL HGL HGL HGL HGL V / O
W HGL GL HGL HGL HG HGL HGL HGL HGL H L �}77.7H L•F• Z
w 500.00 L.F. S=0.31% W O �
5015 � S "OHDPE 18" HDPE
18 � 5015
494.87 L.F �
S=0.30�
18" HDPE
5010 5010
.-. .-.
,-.� ,-.�
� N � N
N � N �
� c0 In 00
00 I� � O 00 I� � O
5005 � � o `n ,a, � � o `n 5005
� NM � II � � � � II
� + � II � � + � II �
o 'n � � �n � �
� `� II ? o � '� II Z o
= Q � > > 2Q � > >
H H
5000 � N � z z � � � ZI Z 5000
47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
�
^ SCAL H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 14of37
�
�
RICHARDS LAKE ROAD
Z
O
H
� �
Z �
O �
�
COUNiRY CLUB ROAD ; p
� � � � '
� �� ���
, � -- - �
� - � ; �) I I �"� W
�� � \ � \ � / � ,
O � �� � -� \ , i
' � -
Z � � -- - � � _ _�
j
�
� -- �
01 �
, --- - _
m �F 26 -- -- - _ �0` - _- --- - -- --
_
l -'
.. ,
C � � � � - - .� _
. - �,.., .� - � �
� � � �
� _ _ _
� � '
��P�,��
� �
\ — - - _ .; _ - - — , - - — — - -
�' �
��
I I I -- - - - - - --- - - — - - - — _ �-��- �
� c✓ I — — — —n� � _ _ _ � _ � _ � �°��� ��, � � �'� — � — Z
- �y� W, �� _ �,,_ _ �; — � — -� — �_ �_---� �� � �v `"'��- TIE TO EX. 15 CONCRETE IRR. LATERAL � 15 �,o ,
� � � � ��'� p `'�e�' �
� w � _o_� _ _ �'_ _ _ - - - - - - - - �����= - - - - a
_ _ _ _ _ _ - � o - - N. GIDDINGS ROAD -� _— � �
�� � � � w EX. 15" IRR. PIPE- IMH-1 L 5 \
` , ' uouNraN
A
-- ti� W '�N W_ HYDRODYNAMIC SEPARATOR, =W-� \w_�-=—W— —W— W— W— W— W— —� - STA. 65+93.66 W= W_ _���_�,'�'��,' �v_ �v— �— —�— - KEY MAP m
� r
I I - ti�- SEE DETAIL SHEET 22 -�nl W W W �.N W W � W � W � W W (,_ - -- _��� � ���� ,�, W—W- � N.T.S.
_�__I__� � Q% �� � —I ���_�-� - �---�,-�-_� I_ I ��� —_� _ I-�- i ' ��-� �- �_ ��- '� _-^�� �It�-T� �����--�n�� DRAWN
� - - � _ _�I� -'�- �i i��lJl��� ��- -� �-,�i _ RFB
� U
I i I w Q I CHECKED JFS
����5 I = • 65�-00 " I DESIGNED
� �
cl o �I � � ± si+oo � N s2+oo s3+oo s4+oo � , RFB
1 - - - - - �
� FILENAME
ii � �' i �; � - - - - - - - -- m- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
W I � � IMH-1 K / 0005�IONTAVA IRRIGATION LAiERAL
50 UE STA. 65+02.86
I I � Q �BY SEP. DOC. �
� ,� ; SPLITTING STRUCTURE // p� ��C
� �.N... �,
o � STA. 65+49.75 � ��P
� � UNPLATTED � p�:�P JP �
� = I I I � NE COR. S32, T8N, R68W �� V�'Q Q�� G'��
SEE SHEET 21 FOR SPLITTER Q �
I I � r�, � � I� � STRUCTURE DETAIL /� � ��G P�S� � �
I I � � �, I� I I� ,' � Q�-��p�G� ;:�,4'
� I o � SEE SHEET 16 FOR PLAN & PROFILE � �F .• �
�� � + i � / �O •....••
�
�' � � � � � , /� S��NAL��G
EX. 100' ROWS � I I h� c�,`b �' J / � � �
� � � � � �� � �� � �J� �p� ,�p �� �� � �i �� �
I FUTURE 84' � I
� ROW i i %� �° �� ���' �o� ���' o�� �� NOTES
i � i �
I I � I �, I � / ', � _ -/� 1. ALL HDPE PIPE AND RCP SHALL BE
� i � I � � � � � / WATERTIGHT AT MANHOLES AND
� � r� � � � � // JOINTS.
S E E S H E E T 14 2 PIKOM TERNPMTI050G 2400,RSEE ON
DETAIL SHEET 23
3. NPIC CONNECTION GATE: RUBICON
PIKOMETER PM-450-1400, SEE Z
DETAIL SHEET 23 O
_ J
� a
a o�
� w
5040 5040 � �
M ON TAVA I RRI GATI ON LATERAL � �
� Z
�
5035 � 5035 � O
�
43.91 L.F. � �
S=1.18% O Q
24" RCP � �
5030 � � ` 5030 � �
EXISTING � ' \ - Z
GRADE - K - �
_ _ - - - - - - O —
_ �, � - - - - _ - - - - - - - - - - - H�� - - � �
5025 � � - - � 5025 >
�HGC MGL - a �
� HGL �HG f-
_ �. GL���L
� � ,� HGL�M61�- HG� 6 g6 L.F• �
w p�—H � �� 4S_2�4q� a z
- HGL -- - �
SOZO W HGL HG��G� � - -�$" H�PE
5020 Z O
= 500.00 L.F.
(� � S=0.93q O �
W 18" HI PE �
5015 � 5015
5010 5010
�
�
N
�
5005 0 ^ ^ ^^ � � 5005
.-.
�_ N.. �.._w_ �w ......_ �
a � o � � � `% �n �n _ v
w o o � °o -� �n °' °' - r�
Ul- N O � � V— � � � �
U � O � O c� l� � O � �0 � O O ^ c00 �
5000 � °0 � 0 `� � °p °' o `� � � 'no `� `� --�' � C° � o 5000
Q c�i � � � c�i o i � -� ai � � ao K i o i ,.c� TST, I N .
ON II aoON II � r� II II
� + � II � � + � II � � + � II � � __ J O + � II 748 Whalers Way
p O � Y � � Z � � � � H � Suite 200 Fort Collins
� � II Z O � � �� ? O � � �� ? O O � � � �� ? Colorado 80525
Q I 2 Q Phone: 970.226.0557
rH� > > 2 � � > > � � � > » -- � J � � �!
4995 = c� � z z I � � � z z N N � z z z I -v � � z 4995 Z �oB No. 1230.0005.00
¢ 58+50 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 SCALE
^ H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 15 of 37
�
�
A
�
0
�
�
�
z Z
0
�. couNn Ronn se cn �
B Z U
0 �
(n W
� �
W
�
w
�
Q
�
�
VIEWPORT A VIEWPORT B VIEWPORT C m
DRAWN
� \ -
��
I r � J �
Ex.� ( � I
I � , , , � ��� --- ----
I � ) > > � _- - -
ROq�pCH i �� � l��i� ����r �� ����,��� � � � �` � % � ,�� � � �- / cHECKE�
�J �� � � / / � �� � � � � � _ � JFS
�
I � ;� I � � I �� �,�I I � ' '� � I �I� � � � % � E. DWGI.AS ROAD DESIGNED
� ' ii
�I � � � I� � � � �� � � �_ � �� o� � -� � RFB
� ,
,
I I I EX. D
�� � � ��----• � � I TCH � �\��.J� � �. � �� � _
✓ i � \ J� \ \ � � �
� I � �� ���„ _ � ���� � � ROAD 1 x � �/ �c � � �,n,%;; FILENAME
� � �� � ''�' �' � `' � � � 0005�IONTAVA IRRIGATION LAiERAL
� ► � �.
I � �i �r-�� �� ��� ,_�� �, � � � � \�,'�� � �io �� � o 0
� I � , � i , , - ' � � _7 i � �� � � oi ��� �� � �
� � � � ,� I,�;';� � `�� � '� �/�, �cs �'\� � � _ � � p0 L�C
I ; � ���;�:,, o � � I � � i � Rp � � � — -- - � g o�P,....,
�
PN �- �
� � ' � , � � � ,r� � l'� � � " � ��v� � � � q� �, - � = o�;.�;Z� o�p. �
l� ��;��7 d I • o ��� ��� � �\ �� �: Q QQ� ��'�
� %' � � a4' � \/� \ � � � • Q' �
WSSC HEADWALL STRUCTURE ���� ` �bt� G `� .
� � ����� ._ �
I J NPIC HEADWALL STRUCTURE (W� RUBICON PIKOMETER-NOTE 2) � � �� pQ�� \��' � � � ---- 5 F,��`� G�� .:�
� r (W/ RUBICON PIKOMETER - NOTE 3) STA. 10+57.95 � . I �� ��� , � � \�6, __- so29 ---- Q�F�� .: ��
`\ •....•• G
I STA. 10+25.09 � J o I e�� \ J �\� . �\ � � _ �� S �
� _ /p E
I I S'�O��k�,° n�j� � \ � x I \ � ;. - - - -,'. '�,� �\ EX. 15" CONCRETE CHArTNEL 5030� � � — NAL
PROP. 4.5'X5.0' D50 RIPRAP PAD � '`��'��°� SEE STRUCTURAL PLANS Q'�v � I IMH-1 K � � ���, � � � � so3�
� okoo o�� � � L o � oo I STA. 65+02.86' �\ \\�\ - - --_ -_
� � _ -
�, G G SHEET 35(S9) FOR DETAILS �� � � \ � �Exy 15'_iNVERTE� siPHON�, � \ _�
� STA. 10+00 �e\ ; ; ' � � ' � � x JUNCTION STRUCTURE . - SPLITTING STRUCTURE � 12+00 � \ ii+oo � ` � � io+oo � � � ��33 `
� I Q I �j� �,✓ /1 � ^ �'�� i STA. 10+00 STA. 12+27.98 �� / �' `v �\v�' � �bli \
`� \ \
, W � � � I� �, 11 �,� � , �
f- I. � 1� / � ;`� � SEE SHEET 21 FOR SPLITTER � �\v�, \ ` \�, � �
� Q r. � , /`,'��.�� .� I, I STRUCTURE DETAIL � � � ` \�� _ � � RIqiARDS LAKE ROAD
� r � �--�: � � � � � \ �� \ � , \
� � ,
� � z � ��� � -,- (� ���� I,�� �'�;� ,� �� x I STA. 11+39.91 � \l7i � � ��by,
0 — � ���� �����li� �o; F � � � ��
� � � Q � � � '; � �' �A ��j��,�,��II���II�i r �� I ;� � j TIE TO EX. 15 IRRIGATION LATERAL �\ �� � � � �
I � z � ' � �� � � �� � ! I � � �� ��, � �C�
� �� % \�� � _ I
��� � ��� � � �� �v � \
� �
� �
� �
� � �,- ( � �-� , � C
' \ \ �� � 0 , �" � �
- �
I x � � � � � � ,,��� -� ��� , � -�� __ _ � �� Z
' , �
> � ��, -� �� , ,1� ✓ � � �
. _
�
� Q � ,, ���� ��J�I���1����� �� ; PROP. 30' UE ;°� �'s, ��5° ,� --� � , , � ��V �'�� � � �
�!i
� '- � , � \i �, 11 � \BY SEP. DOC. �, 3�- � �\ � �
Z � J
� o � � �__ �\>�����1 ._ � 1 �_ � .,, o� --- _ 5� � �\ �v � �
1'11 Q
G , , , ,
. �--- � � _ /,,�
I � � � / _ j i� � vv \\ COUNIRY CLUB ROAD Q �
, i _--_
- �i �,. \ � /„ � �
SEE SH EET 17 � �
� � �
� �
0
s Zz �
� � O
-
MWNTAIN VISTA DRIVE � �
KEY MAP � Q
N.T.S. � (�
—
� �
Z �
� �
z a
NOTES a �
� a
1. ALL HDPE PIPE AND RCP SHALL BE �
5120 5120 5040 5040 WATERIIGHT AT MANHOLES AND Q Z
JOINTS. � O
MONTAVA IRRIGATION LATERAL MONTAVA IRRIGATION LATERAL 2. WSSC CONNECTION GATE: RUBICON Z
PIKOMETER PM-450-2400, SEE O �
WSSC CON N ECTI ON N PI C CON N ECTI ON DETAIL SHEET 23 �
5125 5125 5115 5115 5035 I I � 1 � 5035 3. NPIC CONNECTION GATE: RUBICON
M 0 N T AV A I R R I G A TI 0 N �R I S81o23%F � Ex�sT�N�I - PIKOMETER PM-450-1400, SEE
EXISTING GRADE
_1 - \
DETAIL SHEET 23
L A TE R A L N P I C A PROPOSEo - - �8�� HDPE , � — ; �
5120 5120 5110 �RA�E - 5110 5030 � � � � � � H�� H��-
C 0 N N E C TI 0 N , �=H�L HGL 5030
_ !
�- � i I ��� � ���� � _
-
r--'
57.95 L.F.� ��� -
I ���
EXISTING S=0.37% �
5115 25.09 L.F, GRADi 5115 5105 �$" RCP 5105 5025 C I I 5025
S=6.96%- - � 139.91 L.F. -
18" RCP � S=1.22% -
� _ � EX. 15" CMP-
¢
w W J
5110 � 5110 5100 � ^ � ^ 5100 5020 ^^^ 0 5020
- c� v w .-.,-.�_ w �� F TST, INC.
� � v W �v — w � C9
Q CONSULTING ENGINEERS
H
� J N U ^ n N - V rn � � � Su te8200aFo t Co lins
N Q O- Q � � � � p O O � _ � 00 O N O O e � M Phone: 970.226.0557
5105 5105 5095 � . � . � � 5095 5015 � a? �? o � � � � �° 5015 Colorado 80525
wo� oc`nv Q � o II � oa `� `� II - � Nri `n II II Mc00.� �oBNo. 1230.0005.00
g �` +� W + _ w + � � z + � II II � _ � + � II HH w + �
Q � O O 2 O � O O � _ Z N � � � SCALE
� II = r � II � � � II Z Z � F � II Z o o � � II H:1"=50'• V:1"=5'
U U H � �
� � H� � H _ � � � > � � � » > - a � � > » W � �
°' 5100 Z N Z Z N 5100 5090 3 cn � z � N � z z z - 5090 5010 cn cn � z z z F N � 5010 50 0 50 �oo DA1� JU LY 2024
�
0 9+00 10+00 11+00 12+00 11+00 10+00 9+50 13+00 12+00 11+00 10+00 9+50 scale HORIZ: 1"=50' feet SHEET
N VERT: 1"=5'
^ 16 of 37
�
�
�
0
�
�
�
z Z
O
E. COUNTY ROAD 58 (n �
Z �
O �
�
� w
> �
W
�
w
�
Q
�
I -- — _
I — - -- _, - -- --- -- - -
r- — ._— _-5��5.—/��- --- — — __ _ 2 m
, � � ��
-..
� -----.� — — — — _
\ � I I � --_�5�14 _, ..—_� � T� � � _ �_ — — _ o o - - R
, ,� ;_
� _� �� � � � � �
, � , AwN
� _
� �_. ��
.,
,
, ��� � � v � �� � ���'1s>>s w� � _� _- � RFB
� , � -�__ ,— — — --,
. � ,
, \ _ I / /_ / 4 ���\ � l � " � � CHECKED
.,. , � .� �. ` �� � � ! ��� � �� � �
_ , r
\
-��% ��._ -'� - _
� -�-����. _ � � �� , _ � _ � _ JFS
� _ �/_ ( � -- � ' 1 � WSSC WATER DITCH f � ���� � � � e DWGLAS ROAD ESIGNED
r; T //� �i - -� � _�- p
�,� � � � � � J � -� II �� '
I ����� � �,\\� j%�! �- . �� SEE STRUCTURAL PLANS �_� � -- .� _ —. � - ,- � J�r �� � . �' � -- , RFB
6.0'X8.0' TYPE L I � ��� ���I� � � \ -� � �.��'-- -- _- - � --= - � ��� �� \ � \�
� ��� SHEET 36 S9 FOR DETAILS - _ _��\ - -- / �
�, 1/,� � ��2L , �%J � � / �1 1 �,�L�='����� � �✓- \�����_�"'� C ��"��� V � � FILENAME
RIPRAP PAD � � �- ��� � o -- �����-�-�, -__ AC�C � .z � _
� //�� ��� /�--L�---�� �A � � ; , _ _'��--�-',�-,. � � �' � �,,��!��''�����\��A����(����`- ����_ � � �- -\ �,� 0005�IONTAVA IRRIGATION LAiERAL
r _ _ _
� I�i ��,������ ���� ���_ � �'�A � � %1 ' �_�'_ � :� /- � �r� -�%��� � � � �1 � �. �� ����5130.�, � "i'��I��� � \ � \ � � o &
\ 24 CONCRETE FES �� // � i �--ti, � � .;� �_ �" � ��� � ,. ( ,J/ ✓ ��/ \ } Y�
� � ,
_ _
�
"��\��-_ � i_ ��� �' � ��� -�� � � ��=�---�� ��- � �, 1 �� � �� � � � � � Z oo ��
_ _ �
_� - W/ TOE WALL � \\�� � - f � ,� �,-��'�� ` �,--��� �-� � ;`� -������� � � . \ � � � �P C
�.�, / � r'_ -� ,, � � \
� _ STA. 10+00 �\�,�:� "� �' ��-�- 5io5 - '� � '- _ �- ��� 7 ����� �,� �'�� � �s12p'�� ��=f '� �'� .�\� � � � �p .PN•••
1 ������� ,�� pR0/� � - J- - ,� , ' -��-'=.�-L-����-��`'—__ - � \\�=`-`�'' _ �\:= `-�,��� =---��'�,� �, \ `�� � Z p:��, ��P
c � � � � o�
—
' y p 30. --, � _� �, ,�_ �_ � \
- 1, � _ ��- 1— = _ e SE UF � - - _�X � ---_ — -- — — — — _ ��� � ��� -�===��i��-�'� `,�� �� �; �� � � v: Q- PQQ� �G�
_
� _ ,
` _ _ .
--�._�-�- � -� � �-" 1�
, �.
- .
,
� � �� �\ _ _ _
�_
� �� �
- - - � , �
�-� � _ . � Y � .....
I O � �� �► � ' \ G S�
—
. � � •
� . / 5�09 � �� ��� _ o z � � �-�� � �� ,�� �� =�� �",= � '� � _ � ����G�� :�
�
� `J
� i , ,,. , _ _— _
� ,
,
, �, � _ . �� __ � - Q�- Fo .: �,
� ' ;� � �_ _ � 5 �
.
, �p _ � 105 `57��
� � / / � y/ � - -- � `` _ — _ ��� G�
, �
�------ ------- .� — _ — .��.
�•
0 0 � _ . � �::�� :��� S��NAL E�
- � , N � — . — . _ . . � �
` � �2+00 ,�p°� �^
11+00 �T1 ' 13+00 y�'� 14+00 15+00 16+00
_ 1 +00 � � \ �
— P � � Gd ,c y x x x—�x x 5111�x �- x _ ,7+00 \ � ` �''-'� �� ,
. - -
- - L - � �- - - - - -vo � - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - STA. 16+ .76 - - - x� - - - � � � - -' .�> - , ,
�, . �
� _- - - ��- 14 x � ' �
- - �
_ � �` ; �
s I f c� m 11.25' BEND W/MRJ & TB � � J, � s,
s �� � � - V -'� � � �,
, ,o o� � , � STA. 17+26.78 ,e� �' � � o � ` �
� �� � n � � JUNCTION STRUCTURE ''� � ��� 11.25' BEND W�MRJ & TB � °o � � �, � � � '
, I �
��,
�c a STA. 12+37.74 � � �� '�
�
� � z �,o� � �.
I h \` _ � � RICHARDS LAKE ROAD
I I
) � �
� ' �� , STA. 18+27.95 + � �
` � D � � ��� \ — � J �� ` 11.25' BEND W/MRJ & TB �� �9X°�\
I \�
5w� ao - J Iis + � s�� � J�.
i � v, � 'o� , �,�o ooG'
I °' ,
- STA. 19+07.36 Z
�\ Q' Q
i � � _ _-_, ,, 11.25' BEND W/MRJ & TB Q��c�� I . _
EX. EOP �- _
.—;-�� � � � � � J
' I o�' . , �
� , ,��. � � � � � � Q
I _ � I� _ _ _ � � — \ TIE TO EX. 18 IRR. PIPE � COUNIRY q.UB ROAD Q
I STA. 19+62.97 � W
I � �
� � �
� �
0
s Zz �
� �
—
MWNTAIN VISTA DRIVE � �
KEY MAP � Q
N.T.S. � (�
—
5120 5120 � �
MONTAVA IRRIGATION LATERAL p �
—
z a
5115 5115 NOTES Q �
� �
_ MATCH INV. OF PIPE TO DITCH BOTTOM 1. ALL HDPE PIPE AND RCP SHALL BE � �
� PROPOSED FROM STA. 17+26.78-19+62.97 WATERIIGHT AT MANHOLES AND Z
GRADE _ �OINTS. � O
2. WSSC CONNECTION GATE: RUBICON Z
5110 EXISTING 5110 PIKOMETER PM-450-2400, SEE O �
_GRADE
__ _ _ _ --�`
� � {iGl.. Gt HG bG� -HGL — — _ �
� -�- -- �G
- - - -_����c� ��t Hc_ - - � 3. NPIC CONNECTION GATE: RUBICON
� — — — — - - - -� HGL HGL NGL
5105 _ _ - 55.61 L.F. PIKOMETER PM-450-1400, SEE
i _ - - 112.02 L.F. 101.16 L.F. 79.41 L.F. 5=0.58% 5105
DETAIL SHEET 23
FfGL HGL H L- HGL HGL _ S—�.`L4°Jo� 5=0.35% � S n0.�2% _ �
- � - -- -377.02 L.F. 18" HDPE 18 HDPE = 18 H�E
- 18" HDPE _
--- - - S_1.04% w
- �g" HDPE �
5100 237.74 L.F. ,�, �
S=0.30% d- o � 5100
24" HDPE `� �
� � �
_ W �Z... Q ...
� vv � _ � c�
� � � �
� V � � C�I — —� � — � � � � f�
M �� N CV � � c0 � M � 00 � O � � M �
5095 � J � � � �o 0 o c� - -3 �cD 3 °�°rn 3 �c� 3 ;°r� oo � �N n 5095
� a oo cn � °' `� `� II o d"o o �°o o �o o �o � � N o II
V ?� O � r�0 Z � Z N Z N Z O X tD
Z +� Z O + � I I I I � _ w +� W +� W +� w +� W o + � H
� W O O H N � _ m t0 m I� _ m 00 m � Z � �
U � � II U � � II ? ? O � � II � � II � � II � � II 0 m � II O
� Q> z J Q � » > - —N Q> N Q> N Q j N Q j W . Q � � TST,
� � � _ _� � � � � � � � �n � o INC.
5090 N 3 N Z - � � N � Z Z Z � N Z � N Z � �Z � (n Z � � (� H Z 5090 CONSULTING ENGINEERS
748 Whalers Way
9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 Suite 20o Fort Collins
Colorado 80525
Phone: 970.226.0557
Z JOB N0.
1230.0005.00
�
^ SCAL H:1"=50'; V:1"=5'
�
� DATE
50 0 50 �00 JU LY 2024
�
N
O
scale HORIZ: 1 =50 feet SHEET
N VERT: 1"=5'
^ 17of37
�
�
NO
.
8
D
I
T
C
H
MO
N
T
A
V
A
I
R
R
I
G
A
T
I
O
N
LA
T
E
R
A
L
(N
P
I
C
/
W
S
S
C
W
A
T
E
R
)
CRESCENT
PARK (FC)
LARIM
E
R
&
W
E
L
D
C
A
N
A
L
NO
.
8
D
I
T
C
H
PSD (ELEM)
FORT COLLINS PARK
WSSC DELIVERY LINE
NPIC
DELIVE
R
Y
L
I
N
E
VA
U
L
T
VAULT
WATERTRONICS
WATERTRONICS
WATERTRONICS
SECTION B-B SECTION A-A SECTION C-C
SPLITTER STRUCTURE DETAIL
(SEE STRUCTURAL PLANS SHEETS 36-37(S7-S8))
SECTION B-B
SECTION A-A
NON-POT POND OUTLET DETAIL
N.T.S.
TRAFFIC BOLLARD DETAIL
NTS
24" DIA. MANHOLE COVER W/LID &2" DIA. OPENING CENTERED FOR TOUCH READ INSTALL� CON\rC/RETE ADJUSTMENT RING
B
�' 6„ � ����
,,
,
,
-,;,;
����/�� �� ��� 1 MAX. , . ,
� ���/��/��/y"�� ��%��/� �_��� � � �"�
FINISHED GRADE � : �
@ 2% SLOPE �'
z
FROST PROOF LID ANCHOR RODS(TYP.) / �
�
� �
ASPHALTIC GROUT �� GATE VALVE GATE VALVE � C � v
ALUMINUM M.H.y� , �` � o
STEPS 12"O.C. � �
O� w
,.._� �
L
� � I METER
�; � � SOLID SLEEVE A
GATE VALVE
� 4'MIN. �l
RESTRAINING ROD(TYP.) i.
� 12"MIN.
�
GATE VALVE (TYP.) (TYP.) o
�� � THRUST BLOCK FULL SIZE BYPASS p �
METER RESTRAININ� IF REQUIRED BY m
� DESIGN ENGINEER DRAwN
� ROD (TYP.)� ' OR ELCO(TYP) RFB
3"OR LARGER MAIN� ` SOLID SLEEVE�
PRECAST CONCRETE VAULT DESIGNED FOR M-20 BRIDGE LOADING
CHECKED
— — — o o JFS
PIPE ENCASED IN ��� " �EsicNEo
MASTIC BLOCK CONCRETE BLOCKS 2'MIN. METER VAULT DIMENSIONS RFB
OUT GROUTED WITH SHIMS OR Fi�eNnME
` � ADJUSTABLE PIPE � METER SIZE A B C D GENERAL NOTES: 0005�UMP STA�ION DETAILS
� SUPPORTS 3 inch 6' 7' 2'-6"MIN. 2'-6" MIN. IF PRESSURE REDUCING VALVE IS REQUIRED IT SHALL BE
� �,-��., � �����;, � � �� �=, _ INSTALLED INSIDE BUILDING, IMMEDIATELY FOLLOWING THE
2-#4 CONTINUOUS _ � �_ y� �y � ,j J���s��. 1'WIDE X 8" HIGH 4 inch 7' 7' 3'MIN. 2'-6" MIN. MAIN SHUT-OFF VALVE. QO L/
,
, _ '
4 ._a�r, . 4�,; ;. �� ,� PRECAST OR CAST IN PLACE . � � , ,_ „ �P�....�C
t � 6 inch 8 7 3 MIN. 2 6 MIN. Q �•PN �.
� .
� ����� �����j;�� 8" LAYER OF 4" ROCK �/��������
V���� �D�P���
G P��S�����
,,, �
���,�� . ��.�.��\,,�\,� \%��,
.
1MEI1 Date File No. Date File No. \ �� � •
y1�Q'� C�py Designed N A N�A esd014_melcr_wul[protVe y1�p��ME��opy Designed N '4 N�A esd015 meter wult�lon ��\�'O �GO �• �l/
���-� ,�` EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Drawn REM 10/99 Drawing Na. W���, EAST LA R I M E R C 0 U NTY WATE R D I STR I CT Drawn REM 10/99 Drawing Na. �F� • �
o ......•••G��
������ �� �� �� Revised EJV 1�24 014 `r�+�r��� �� �� �� Revised EJV 2�24 015 � S��NAL��
�. �,ti 3 , 4 & b METER VAULT (SIDE VIEW) NOT TO SCALE � 3 ,4 & b METER VAULT (TOP VIEW) NOT TO SCALE
"���Rpl�'��`�' Approved RS 2�24 Sheet Ol of 02 �jFRU1S��� Approved RS 2�24 Sheet 02 of 02
�
O
�
�
� �
~ J
� -
� a
�
� w
� o
� z
� O
o -
� �
� v
z �
o �
z �
�
Q z
> O
a �
�
z
0
�
TST, iNc.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
N.T.S.
DATE
JULY 2024
SHEET
24 of 37
_ u . r.. �.,
� � 'r'•P.'
� .,� �;,�
, .
— — — — — — d ' �,. .:�:. �; �
, . . , , . . .
, . � . .
. :
� � 1_ "
� y. p.. :�.. I
���- � — - - - . .:.: , ... _ �. ,-.'
::�
� _ — - ; _. .:.; :_:.., `: - :(`;' .
. �
: • <:
. .. - ' -_ ' _;; .
�<. ,....
— -
, _ r
: - —� <::�. i O
.
_ � E„a � �•.... `
_ � .
.•..,>- --- �, �
,. �1
,} ; Y
. � r`
.,
•
� 4 .
,. � --
�_ --- �- i �
�
�
♦ -
� �
� - '
, �—�, _ , .' �
, _
_ r_ , .
. � -_
, t
,.
._--3_'-- ... � �A••b a^
.
—
.:i:
r �...,
.
. .. :ii ,/ a_ .�.� — . __—___ _____
.,:- � . .. :., -
� � — ✓ — . �. _ —
� ; .; -' _ '„ -- __ .
� .... � ._. _' ___ � � __—
_.-...
, —:— — — ,,.. . � _—__—___ -'__ . --- - —____ � _ � .
` ,.
_ ,.,:.
�.
i ,.s� � —_ ' -_'_ .�—'� _—_'— --__ —� I
. �
... ,� � . , --�_ ' . _--- --- . .'.r . — 0
, I i .
.IZ
_ .�., �. I •f 0
/ �— _ _
. .- � � , = _ —_ __ _ --
1 .-, , i N+ ;. - - , � _�-_ -'
, I . _ i , ;� .. �- __- __ -__-_ -__ - _ - _- ____ - __ _ -__ _ _ __ _-__- _- " .
/� �. / �
� � .. � , - _ - - __ _ � '
_ � � `�
:. ,
��� � .. , ;' ,� , , ___ ___ -_ -- -
� , . ; ____ _____ _ - .�.� -
' ;. � -' --_ ._- ___ -_- - ��' .
-.... :.�. :� ,; . ,- , , � --_ - _-__ ________ -_--��-5---- -- - -___-- ___ --- - � :.%�' .
- - - - - - - - - - - - - - - - - -- -'. , j ; ; �� , - - - -- -- - --
- - - �r- - . .:: , ;: j� / , -� .--- - �-- ----- - ------- -------- - --- ----- - --- ` .. I . .
_ . �� . , --;-
- `
, �.r- -� .�� --r �--
__
I � / " � �--- -- - � -
--�-
- --
_ � �
`
' ' -
"' ' ' ' -- -- - --- ----- �
:.
� --- -- - - ---- �
� , - �
----- -
-----
� , , , �- , � -_
� -_ ��
_ `
y �
I ; �., ; ,.,� ;' � � �- -�- _- -__--
�
� , ,�� . -- �- - -- ----
� �:�
-
-
� � ' �. i /i / i - - - _ ----- -- -�
� . -- _. .� . _
� - �.
�, , -- - ------- - - -
^ `.
, �- -.. � i , , , i i I,� ..:
/ �
� ' i .. ------ --- -- ------, _ .
,.. ;� � ,.�_ ..
�.
' �j - ---- -- - _ .
�
-
_ i � ..: i r 1 i � ' � � �
- , � i
.- _---- .:.. - ---
_ , i � �i
_�: �� I
- --__
.. � �� I �- ' _' / � .�/ � --_--- - - --- _ '� ��. � . •�.� I � i � �. .�' .
. � � i
I � �
/ .. � i ! ____ _____ . I .
I �� - - -- � � � � �.�. ��
i
/ � � � �I �� � �i�� � �� � A� �� -.�� •!'•� � I
�
C S N � V�� \
R
OS SEC 10
'�
'
; � �, :
, � �
� � � ,t ' �; ; � '
10+00 � � :11 00�, ��� I � � � �2 00 � �� - .�' •
� � � � � �;� '� 1 �� �� ` ���' � �'���� ` �
�, i � , �'', � , , �, , ,� ;:. � ,:
,
� '� r':� w
�
,
�:
� �
� ��
, � .
� �
�
75.00' N 0. 8 �, � �� � V� �� � �I i, •j':` , � . . �
DITCH ROW \ � � ��� � I �� �� � ���. ;�9• �� ,, ;� ��� o
� II
� `� ti� � I � : '{� \
;; .
\ °1�.�.•�
� � �
� .
� . .
� � ,� ���� � ��� � NOTES
� ,
:��.
, .
��
, �� �'��� ��,��'��, � � , � ��;�� �..;: � ';: �� . �;'.` : = �
! i ' �� �� �� -� � \ � � � �', ` ' i i ,� i� , � � l �� ;., � .����, � ,: '� • �� / m
� � � � '/ � ' ��,�' � �"� :�� a� `' ;,. .'� f. �� -�� ' � i 1. REFER TO THE "SUBSURFACE EXPLORATION REPORT,
i .� .
�=�I I ,' �\ ,�� \�� \�� ���� ���'�_�i/' � ;�' 1°`x �,� � ���� � MONTAVA DEVELOPMENT—TRACT E—DETENTION POND DRAWN
`, \ �, ', `,\ � �' '' C/, �' �' r� \• '� � •�'• EVALUATION OF GROUNDWATER AND SUBSURFACE RFB
� ' � I � � � , , � _. ' . . � �3 �. / �•�,/a.
� �
\/ �. . .
. � � � . •:���. .
_. �
� � �� I� . .. !�.. . � . . .
- �
I I I'�� _I I � �� � � , ', , � I � � � � ` ` �, , \ '� �' '� ;,�. � CONDITIONS, FORT COLLINS, COLORADO EEC PROJECT
' �- _ I "'+ �� \�'�,``�` ��;��� I I f _ �.�`�°������'^ `•� :�:`� � .� '�:. N0. 1172058" PREPARED BY EARTH ENGINEERING CHECKED JFS
� , �
� � �� �� ��A � ` � � � �� I � a�. � i
� �=�I
� , � � �,'` ��� V � � '�, ', I, ����\� . ;.�. , �..,. CONSU LTANTS (EEC), LLC. oEsicNEo
\ �
' �� � . ,
� � .��..
�, , �, . '�•.
� , '�� _ �A\� � �A � '�� � � 1 � � �., ` �" ! ' � „ � R FB
, �'� � . ��" �,
o �
� � -����
�
; � �, . HYB I NH NC COH SIV TH N L N
�
o :�
2 A R D E A ED E E EAR E I ER
�
� ����� � � � � � �� .�Dcx_ � � �� r��,, � .•i';•�� � FILENAME
� , ,� � �, � � , � , ���. � � ,, � .�\ � OVER AN APPROVED PVC SYNTHETIC MEMBRANE LINER
� � � � � � � ` � � , .ID :y� •.�,�:. ^ �'�ti.
\ , A�. . . . . . .
. . �
� �' . 0005 PON LI N
- ,, _
D ER
�
,:. � , � WILL BE PLACED ALONG THE WETTED PERIMETER TO
�
�
` ' �, - � .�A �
�� � ��� � � � ���� � �� ��� ����� � � � �� � �� � ' !� �� � � ��`�� � �:���•� �� � MINIMIZE SEEPAGE AND OR GROUNDWATER INTRUSION.
.,
;
, C _ , � � � , � � �� ��� - r�: :�� , .�;- � . �
�� �� �,�� �; � �'� � . ... � . ��.A ,/�" '•
\
. . . ��\ . .. .. . .. '.��� �.!�
� � . `.��� . . A ' , � � ��. .
i � � � � �'� � ,� '���� , A�`� I �� .�,`� - � ����:� � � ��`�:, ��' ��' � � 3. A MINIMUM OF 3—FOOT COVER OF COHESIVE MATERIAL p,pO.L/c
� i � , __- � �� � �
�`� ��;� '���\�� �� � � ���: �� � ,,,`'�� �;i� :� � �' ALONG THE WETTED PERIMETER IS REQUIRED. p�.�',��PN � �P�' �1
, � . <.,. .
�
� � - ��� �� �� : A\\ � x�o' �; . � �.. , �� �y ��� �'; ��Q�O�G�O
� ';�- � , �.. v� � : ' �� . , 4. ABILITY
� ' , � ��� � �, � � �� ,�� � � �� � =;�.' i MAINTAIN A CONSISTENT, UNIFORM LOW PERME ' G S�
\
� i , ; -� , J � \,\� ' i. ����,� .:\ , - - - _ � �;1� �� COHESIVE MATERIAL FOR THE EARTHEN LINER. �p�� Gp� : �
I � �� , , ��� , `� ,__ __ _ -_ a ', :.: .� i. � Q� �O� ;'�t��
��� � � � ,
� ��r�� ��V °` ��� \\ _ p'� �C
�, ,���� �,�� � „ � •......
,.
, ,..
.
� _ � , �. :a;..� ��. � � �.
.,A. ; ,.
c �
� � � � � �� �
� �' � � ����� \��� �; �� , �-��� �: ,� � �i S�4N E�
��� �� � _- _
,
� � : �
� � � �, � �\� �, ,�o�i i� � �� AL
� -
� � � � I , � ,�� ���\ '��� �c, �� � ; �� �i �•
� � � - " ` � � , . ',�
� A �� c� o�
x �( / '6 �u;, �\y' .4.�: fl.� �
I �'��� �� �� �� �� .
�� � � � � G� / '_�:
���' ����. . / � �/ i`'�.
�� � �� � ��� � ..
� , �
/
I� �� � ��. j i / / �
� � � � j, / / ��\�...
� � . �
� �
� � <.� � ,x ' ', .,. � '� /
- , � � — -
.t,� �` �, - _ �.
%�
- � _. � �� - --- - - _ �`
�
�� � � �
> � _ � " /
� — — � , � //
� �, � �, � — - - � ��
\ O ,.
� � � � . � � ,- � � �
, �
.
� � /. - , ''�
�- �
//
I • \ , _-- " O � ' �-_ _ - ✓
__ ,_
. , . _ , -_ � _ �
, - ;::
,.
.. � , � � � , -_
� _
.. , �
. ; � - -- -
,
m,� - , ��.X - --- � ��� -
-
. , � �� .� �, , ,� -- �,�--- - � - % �
. _ , � � —_
�_;
� �
, -- --- -y � �- - �
, - � �, - - - -- - �_ --- - - i
` //
..
� . -� � _,- .
I I � ' -- � �,.- - -- -- -_ -
i V �., ' - _
, --
,
�� _ '"
, � i � � � - - = �-
_, � _ - - -
- > -
' �"� -- -
� \;�� - .�__� _ _ � //
,
,
� � � �. ///
<.:•
— \
, � Y / , - _ --- _
�;i�� , , , � �� _ , __ — ,, _ - _ _ ,
, __� ,_ ���
\ _- . �
, , , ,-
_ _ � n.
..
.
�. ..
, ; �_4 ;.
� � : ,
� � : _ � -�- � ,.
� � - - ,
� ___ _ , :: �:.
� Z
� , � i � � ` -_ -
I �;�=f� � � O
x -- — _ - / i! ,.., �
� � �� o -- � i �
\ �, 10 0 / / �
,
", , .» _- = .
� i i ,� � `"� � - / / ✓
,y Q
� _��
,. /
I �� � � , .. / �
/
\ � / / �
�� � � . '%
/
� � J
- �.. _._ . .. .. . /
� � � '�� �
�I _
..
_.,,
' � ..� ` .;'
.
.
� :� �> �,�: .. � � � CJ�
+�I . :_, :.:. ,
i , ' ' �'� Q
1 _
� I �- , � �„� ��� � ��/ - � �
,_ �
� � � � W
/ / / 50 � 50 100
li I �r i , � �
� / � scale 1"=50' feet �
� �
� O
O
� �
5010 5010 � V
� CROSS SECTION 1— POND LINER � PROPOSED' Z �
5005 3.00 FROM HIGHWATER 3.00 FROM HIGHWATER GRADE 5005 O �
5000 100—YR HIGHWATER AT 5001 FEET 100—YR HIGHWATER AT 5001 FEET 5000 Z I�
� � ; ;
� STACKED ROCK WALL � � STACKED ROCK WALL (�
4995 4:1 SLOPE EXTENDED RIPRAP PAD FOR WAVE EROSION PROTECTION 4995 a Z
4990 • •� � " 4990 � O
a. • . •
4985 ' a ' � � • o . : . . • . a • a. . . , a 4:1 SLOPE Q . � 6.��� 4985 � �
10 MIL. SYNTHETIC LINER � � � . ~
4980 � • a • • 4980 Z
I O
4975 CLAY LAYER 4975
4970 4970 �
4965 4965
4960 4960
5020 5020
5015 CROSS SECTION 2— POND LINER 5015
75.00' N0. 8 DITCH ROW
5010 5010
- - — �
5005 � 5005
� — — - - - - - - - —
5000 � ��� • a 100—YR HIGHWATER AT 5001 FEET 5000
Q STACKED ROCK WALL TST, INC.
4995 �� ��/ '°:. � � � 4995 CONSULTING ENGINEERS
`':._,: _ .; 4:1 SLOPE 748 Whalers Way
4990 • a ' a� 4990 Suite 200 Fort Collins
Colorado 80525
' Phone: 970.226.0557
4985 • . . . . o • .
o . , ,a • 4985
JOB N0.
10 MIL. SYNTHETIC LINER � "� � 1230.0005.00
4980 4980
SCALE
¢ 4975 CLAY LAYER 4975 CUSTOM
� DATE
Q; 4970 4970
JULY 2024
�
N �5 0 �5 30 SHEET
� 25 of 37
� scale 1"=15' feet
r
r� uMr� Hous � Z
0
�
� �
Z �
MONTA � A � �
w
�
CON CEP TU A � ON � Y
w
�
Q
0
�
m
DRAWN
RFB
CHECKED
JFS
DESIGNED
RFB
FILENAME
0005�UMP HOUSE BUILDING
�i`��e� �J1�� `� f a��G �� y� `
\ �p,D� L/c
� �.....�
c��:��P QQ�p��p�
� or/u � �c�e� ��'� `�f�' ' � P S�
.
; - - - - - � C � / Q��,00�o� :��
� � � I � /� ' ,� � •
l , � � � � � , � r . � ..:�
, , � , �o ...... c,
� � I ; , � � � f//� S/�NAL E�
I I ; � � ,w ,� �L D�'�-G� �
i i � ; _ . - - 1p g` ` ,
; � � _ � � ' � � � __ "� -- � pG�c� � ���!�cv
` ' � I ; fi
, ,
� � � � � ' i � � � ' I i � Ii
� � ' � � ' - I ' ' i ; �� �
, ' � I I , � '; � ' I
� ;I , ': , i � , � I 11I II :� � „� ; �_
,� I , � I ! I �
, , I , ; � I I , � I �
i 'li I � � i I ' � � I!1I �
; ', I�i � � � i � ` . '� � 4 ; ' '��
i , , �� � , � ; . -- — - _ �
� I ''i '' Ij � � 1 ( I I I I
,
---__- - _ _ _ - - ----�--- - - _ _-----__.__---- --- ��� ' Z
f -- - -
--� , ,- �
_ _ �,...�. � ,� —
� � �^ � � ~
�— � ��- — �o Q
��' �
__ _ �� � . �- � .�� � � c�
1� C�___}__ � � � � cn Z
� � �' �-' � � p
`� � J
-- - . � > >
_ _ _ ___._._ _----
-- -- --
_ __ _ _- --- ,
-- D�
� _l� _ ��2Y' i./1 �,. _
- -----
�x g . oo� - _ _ __-- �
�— w
Ub r � i /� v � �I I� �� � (f�
�,�-� �, � 1 � � � �
' O
Z =
O
z �
a �
> >
a �
__ �__- -.__ ___ __�. _ _____-__�_�___ �
a S �� .�� � Z
O
�
L � W OLI � � R INC .
TST, INC.
CONSULTING ENGINEERS
NOTE: MONTAVA ARCHITECTURAL 748 Whalers Way
DESIGN REVIEW MUST BE ISSUED PRIOR Suite 20o Fort Collins
TO APPLICATION FOR BUILDING PERMIT Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
N.T.S.
DATE
JULY 2024
SHEET
26 of 37
Montava - West
Vault Elevations & Pump Rates
Well Name Finished
Grade at Vault Top of Vault
Fitzsimons
Well: No. 1 5039.00 5039.50
Fitzsimons
Well: No. 2 5039.50 5040.00
Kluver PS 1:
Well No. 1 5003.49 5003.99
Kluver PS 1:
Well No. 2 5003.20 5003.70
MONTAVA
WEST POND
WELL
5004.00 5004.50
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
TYPICAL HORIZONTAL REINFORCING LAPS AT WALL CORNERS
3
GENERAL NOTES
THESE DRAWINGS ARE FOR THE STRUCTURAL DESIGN OF THE WET WELL, INTAKE PIPE SUPPORTS, SPLITTER
STRUCTURE AND TWO HEADWALLS. OTHER STRUCTURAL ELEMENTS OF THE OVERALL PROJECT, SUCH AS THE
BUILDINGS AND BUILDING FOUNDATIONS, ARE TO BE DESIGNED BY, AND ARE THE RESPONSIBILITY OF OTHERS.
THE CONTRACTOR SHALL MAINTAIN A COPY OF THE APPROVED (BY THE GOVERNING AGENCY) DRAWINGS AND
SPECIFICATIONS AT THE JOB SITE. THESE APPROVED DOCUMENTS SHALL GOVERN OVER ALL OTHER ISSUED
DOCUMENTS.
ALL WORK SHALL BE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS, THE 2021 EDITION OF THE INTERNATIONAL
BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS AT THE JOB SITE.
THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER WHERE EXISTING CONDITIONS REQUIRE CONSTRUCTION
DIFFERENT FROM THAT SHOWN ON THE PLANS.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EXCAVATION PROCEDURES AND DESIGNING AND PROVIDING ALL
BRACING AND SHORING AS REQUIRED FOR PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS OF CONSTRUCTION AS WELL AS ALL JOB SITE
SAFETY AND HEALTH PRECAUTIONS.
THE CONTRACTOR IS RESPONSIBLE FOR DESIGN AND INSTALLATION OF ANY DEWATERING REQUIRED DURING
CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH ADJACENT PROPERTY OWNERS, UTILITY COMPANIES,
AND DITCH COMPANIES TO GAIN ACCESS TO THE SITE.
DESIGN CRITERIA
THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS:
BUILDING CODE ....................................................................................... 2021 INTERNATIONAL BUILDING CODE
DESIGN OF REINFORCED CONCRETE .................................... ACI 350
RISK CATEGORY ..................................................................................... II
SEISMIC IMPORTANCE FACTOR (Ie) ........................................ 1.00
MAPPED SPECTRAL RESPONSE ACCELERATIONS ....... Ss = 0.186, S1 = 0.055
SEISMIC SITE CLASS ......................................................................... SEISMIC SITE CLASS D
SEISMIC SPECTRAL RESPONSE COEFFICIENTS ........... Sds = 0.199, Sd1 = 0.088
SEISMIC DESIGN CATEGORY ........................................................ SDC B
FOUNDATIONS
THE CONTRACTOR SHALL OBTAIN A COPY OF THE PROJECT GEOTECHNICAL REPORT, DATED MAY 20, 2022,
AND SUBSEQUENT RECOMMENDATIONS BY EARTH ENGINEERING CONSULTANTS (EEC) OF WINDSOR, COLORADO
AND BECOME FAMILIAR WITH THE REQUIREMENTS CONTAINED THEREIN. ALL GRADING, EXCAVATION, FILLS
(INCLUDING BACKFILLS), DRAINAGE AND FOUNDATION CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE
PROJECT GEOTECHNICAL REPORT AND UNDER THE OBSERVATION OF THE GEOTECHNICAL ENGINEER.
PER THE PROJECT GEOTECHNICAL RECOMMENDATIONS, THE FOLLOWING VALUES WERE USED FOR FOUNDATION DESIGN:
WET WELLS AND SPLITTER STRUCTURE AT-REST HORIZONTAL SOIL PRESSURE ON WALLS:
64 PCF ABOVE GROUNDWATER ELEVATION
102 PCF BELOW GROUNDWATER ELEVATION
WET WELLS ALLOWABLE SOIL BEARING PRESSURE:
3,000 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS)
SPLITTER STRUCTURE ALLOWABLE SOIL BEARING PRESSURE:
2,500 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS)
INTAKE PIPE SUPPORTS AND HEADWALLS AT REST HORIZONTAL SOIL PRESSURE:
58 PCF ABOVE GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL)
96 PCF BELOW GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL)
INTAKE PIPE SUPPORTS AND HEADWALLS ALLOWABLE SOIL BEARING PRESSURE:
2,500 POUNDS PER SQUARE FOOT (2'-0" OF IMPORTED FILL BELOW BASE SLAB/FOOTING)
TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE WET WELLS FROM THE BUILDING
FOUNDATIONS AS WELL AS VEHICLE AND STORAGE LOADINGS INSIDE THE BUILDING, THE WET WELLS WERE DESIGNED
FOR SURCHARGE LOADING EQUIVALENT TO AN ADDITIONAL THREE FEET OF SOIL.
TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE SPLITTER STRUCTURE AND HEADWALLS FROM
POTENTIAL ADJACENT LIGHT VEHICLE LOADINGS, THESE STRUCTURES WERE DESIGNED FOR A SURCHARGE LOADING
EQUIVALENT TO AN ADDITIONAL FOOT OF SOIL.
REINFORCING FOR CONCRETE WORK
THE PLACING AND SUPPORTING OF REINFORCING SHALL BE IN ACCORDANCE WITH ACI 350.5-12 AND THE LATEST
EDITION OF "CRSI RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS".
ALL REINFORCING BARS AT THE WET WELLS, INTAKE PIPE SUPPORTS, SPLITTER STRUCTURE, AND HEADWALLS SHALL
BE EPOXY COATED.
REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
EPOXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775.
FABRICATION AND HANDLING OF EPOXY COATED REINFORCING BARS SHALL BE IN ACCORDANCE WITH ASTM D3963.
SEE DETAIL 1/S1 FOR TYPICAL REINFORCING BAR BEND DIAMETERS.
SEE DETAIL 2/S1 FOR STANDARD HOOKS.
SEE DETAIL 3/S1 FOR TYPICAL CONDITION AT CORNERS, U.N.O.
BASE SLAB OR FOOTING "L" BARS SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. DO NOT WET-SET.
DO NOT BEND OR STRAIGHTEN REINFORCEMENT EMBEDDED IN CAST CONCRETE WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER.
MINIMUM CLEAR DISTANCE BETWEEN REINFORCING BARS SHALL BE ONE & ONE-HALF TIMES THE BAR DIAMETER, BUT
NOT LESS THAN ONE & ONE-HALF INCH.
PROVIDE THE FOLLOWING CLEAR DISTANCES BETWEEN THE REINFORCING AND THE FORMWORK U.N.O.:
3" .............................................................................. CONCRETE CAST AGAINST EARTH
2 1/2" (2" STRICT MINIMUM) ............... FORMED CONCRETE
THE CONTRACTOR SHALL SUBMIT REINFORCING STEEL PLACING DRAWINGS (PRIOR TO FABRICATION) TO THE
STRUCTURAL ENGINEER FOR REVIEW FOR CONFORMANCE WITH THE DESIGN DRAWINGS.
THE DESIGN DRAWINGS SHALL GOVERN OVER PLACING DRAWINGS IN ALL CASES UNLESS MODIFICATIONS ARE
APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
ABBREVIATIONS
ADD'L ......... ADDITIONAL
ACI .............. AMERICAN CONCRETE INSTITUTE
ASTM ......... AMERICAN SOCIETY FOR TESTING AND MATERIALS
B.O. .............. BOTTOM OF
DIA. ............. DIAMETER
EA. ............... EACH
EXIST'G .... EXISTING
F.O. .............. FACE OF
Fy ................. YIELD STRESS
GALV. ......... GALVANIZED
H.D. .............. HOT-DIPPED
KSI .............. KIPS PER SQUARE INCH
IBC .............. INTERNATIONAL BUILDING CODE
MIN. ............. MINIMUM
MAX. ........... MAXIMUM
o/c ............... ON CENTER
PSI ............... POUNDS PER SQUARE INCH
PSF ............. POUNDS PER SQUARE FOOT
REINF. ....... REINFORCEMENT
REQ'D ......... REQUIRED
T.O. .............. TOP OF
TYP. ............ TYPICAL
U.N.O. .......... UNLESS NOTED OTHERWISE
w/ ................. WITH
NOT TO SCALE
S1
GENERAL
STRUCTURAL
NOTES &
TYPICAL
DETAILS
WATER STOPS AT CONCRETE CONSTRUCTION JOINTS
WATER STOPS SHALL BE SIKA GREENSTREAK FLAT RIBBED, PVC, WITHOUT CENTER BULB OR TEAR WEB.
MODEL NUMBER SHALL BE #679 (6") AT WET WELLS AND #781 (4") AT SPLITTER STRUCTURE AND HEADWALLS.
IF CONTRACTOR DESIRES TO USE ALTERNATE PRODUCTS, THEY SHALL BE SUBMITTED TO ENGINEER PRIOR TO USE.
WATERSTOPS SHALL BE INSTALLED IN THE LOCATIONS SPECIFIED ON THE DETAILS.
WATERSTOPS SHALL BE SPLICED BY HEAT WELDING PER THE MANUFACTURER'S RECOMMENDATIONS AT ALL SPLICES
AND CORNERS FOR A CONTINUOUS SEAL. WATERSTOPS SHALL NOT BE LAP SPLICED.
BEND DIAMETERS AT REINFORCING STEEL
IN
S
I
D
E
BE
N
D
D
I
A
M
E
T
E
R
MINIMUM INSIDE BEND DIAMETER TO BE AS FOLLOWS:
6 BAR DIAMETERS FOR #3 THROUGH #8 BARS
(EXCEPT FOR STIRRUPS AND TIES)
4 BAR DIAMETERS FOR #3, #4 AND #5 TIES AND STIRRUPS
BAR DIAMETER
1
IN
S
I
D
E
BE
N
D
D
I
A
M
E
T
E
R
(S
E
E
D
E
T
A
I
L
1
/
S
1
)
STANDARD HOOKS
2
12
B
A
R
D
I
A
M
E
T
E
R
S
PA
S
T
B
E
N
D
A
T
90
D
E
G
R
E
E
H
O
O
K
S
CONCRETE WORK
ALL CONCRETE WORK SHALL CONFORM TO ACI 350.5-12.
CONCRETE SHALL CONFORM TO THE FOLLOWING CRITERIA:
AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL BE NON-ALKALI-SILICA REACTIVE.
CEMENT SHALL BE PORTLAND, TYPE V, ASTM C150 (HIGH SULFATE RESISTANCE).
FLYASH SHALL CONFORM TO ASTM C618.
AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260.
OTHER ADMIXTURES SHALL CONFORM TO ASTM C494.
DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE.
MIXING WATER SHALL BE POTABLE.
MIX SHALL BE TRANSIT MIX AS PER ASTM C94.
NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE.
CONCRETE SHALL BE PROPORTIONED, MIXED, DELIVERED, PLACED & CURED IN ACCORDANCE w/ ACI 350.
CONCRETE FOR BASE SLAB AND FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS OPERATION.
CONCRETE FOR THE WALLS SHALL BE PLACED IN A CONTINUOUS OPERATION WITHOUT ANY CONSTRUCTION JOINTS.
EXPOSED OUTSIDE CONCRETE CORNERS OF THE WALLS, EXCEPT AT THE TOP OF THE WET WELLS, SHALL BE CHAMFERED 3/4".
CONCRETE SHALL CONFORM TO:
MINIMUM OF 560 POUNDS OF CEMENTITIOUS MATERIAL (CEMENT AND FLYASH) PER CUBIC YARD OF CONCRETE
A MINIMUM 20 PERCENT (BY WEIGHT) SUBSTITUTION OF FLYASH SHALL BE USED
5,000 PSI CONCRETE STRENGTH AT 28 DAYS
0.40 MAXIMUM WATER/CEMENTITIOUS RATIO (INCLUDING POZZOLANS)
3/4" MINIMUM, 1" MAXIMUM AGGREGATE SIZE
6% AIR CONTENT (DELIVERED AIR CONTENT SHALL BE +/- 1 1/2%)
THE CONCRETE MIX DESIGN REQUIREMENTS SPECIFIED ABOVE ARE INTENDED TO PROVIDE RESISTANCE TO
THE SEVERE SULFATE EXPOSURE NOTED IN THE GEOTECHNICAL REPORT AND TO LIMIT CONCRETE SHRINKAGE.
THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, A PROPOSED CONCRETE MIX DESIGN WHICH MEETS
THE ABOVE CRITERIA AND PROVIDES THE REQUIRED WORKABILITY FOR PROPER PLACEMENT AND CONSOLIDATION OF THE
CONCRETE. TO ACHIEVE THE SLUMP REQUIRED FOR WORKABILITY AND CONSOLIDATION, WATER REDUCING AND/OR PLASTICIZING
ADMIXTURES MAY BE PROPOSED PROVIDED THEY HAVE BEEN SHOWN NOT TO INCREASE CONCRETE SHRINKAGE OR DECREASE
SULFATE RESISTANCE.
SEE "CONCRETE TESTING REQUIRED BY AN INDEPENDENT AGENCY" NOTES BELOW FOR FIELD TESTING OF AIR CONTENT
AND SAMPLING AND TESTING OF CONCRETE FOR STRENGTH.
NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE MIX BEYOND WHAT IS ALLOWED FOR IN THE CONCRETE MIX DESIGN
SUBMITTED TO THE STRUCTURAL ENGINEER.
TIE "L" BAR IN
2 PLACES AT BOTTOM
TIE TOP OF "L" BAR TO
TEMPORARY HORIZONTAL
SPACER BAR
TYPICAL "L" BAR,
SEE OTHER DETAILS
FOR SIZES & LENGTHS
"L" BARS SHALL NOT BE "WET-SET" AND SHALL BE TIED IN PLACE
AS SHOWN ABOVE PRIOR TO PLACEMENT OF CONCRETE.
DO NOT DISTURB PLACEMENT OF "L" BARS AFTER CONCRETE PLACEMENT.
TYPICAL BASE SLAB AND FOOTING "L" BARS
4
FO
O
T
I
N
G
O
R
B
A
S
E
S
L
A
B
(R
E
I
N
F
F
O
R
C
I
N
G
N
O
T
S
H
O
W
N
)
WELL WELL LADDER, WET WELL COVER PLATES AND INTAKE PIPE SUPPORTS
ALL WELDING SHALL BE IN ACCORDANCE WITH THE MOST RECENT VERSION OF THE "STRUCTURAL WELDING CODE"
BY THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE 70 KSI.
STEEL SHALL CONFORM TO THE FOLLOWING STANDARD U.N.O.:
STRUCTURAL SHAPES .......................................... ASTM A992 (Fy=50 KSI)
ANGLES, BARS & PLATES ................................ ASTM A36
PIPE .................................................................................... ASTM A53
THE WET WELL LADDER, MONTAVA WET WELL COVER PLATE, INTAKE PIPE TEE SUPPORT & INTAKE PIPE SUPPORT
SADDLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ANY FIELD WELDED AREAS OR OTHER AREAS
DISTURBED (CUTS, SCRATCHES, ETC.), SHALL BE COLD GALVANIZED WITH GALVANIZING PAINT IN ACCORDANCE WITH
GALVANIZING PAINT MANUFACTURER'S SPECIFICATIONS.
THE PARKS DEPARTMENT WET WELL COVER SHALL BE PRIMED WITH BARE METAL PRIMER AND PAINTED WITH TWO
COATS OF EXTERIOR PAINT (COLOR TO BE SELECTED BY OWNER). METAL SHALL BE PREPARED AND PRIMER AND
PAINT APPLIED IN ACCORDANCE WITH PRIMER AND PAINT MANUFACTURER'S SPECIFICATIONS.
REINFORCING STEEL INSPECTIONS REQUIRED BY AN INDEPENDENT AGENCY
CONCRETE SHALL NOT BE PLACED UNTIL ANY NOTED DEFICIENCIES HAVE BEEN CORRECTED AND ACCEPTED BY THE INDEPENDENT TESTING
AGENCY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE INSPECTION PRIOR TO PLACEMENT OF CONCRETE.
OBSERVATION OF THE REINFORCING STEEL AT THE WELL WELL BASE SLABS, SPLITTER STRUCTURE BASE SLAB,
AND HEADWALL FOOTING IS REQUIRED PRIOR TO CONCRETE PLACEMENT.
ALL REINFORCING SHALL BE IN PLACE AT TIME OF OBSERVATION, INCLUDING FOOTING "L" BARS WHICH ARE TO BE TIED IN PLACE.
OBSERVATION OF THE REINFORCING STEEL AT THE WET WELL WALLS, SPLITTER STRUCTURE WALLS, HEADWALLS, AND INTAKE PIPE
SUPPORT WALLS IS REQUIRED PRIOR TO CONCRETE PLACEMENT.
AT THE WET WELLS, SPLITTER STRUCTURE AND HEADWALLS, THE FORM ON ONE SIDE OF THE WALLS SHALL BE IN PLACE BUT THE OTHER
SIDE SHALL BE FULLY OPEN TO ALLOW FOR FULL OBSERVATION OF THE CONDITION OF THE TOP OF THE BASE SLAB, THE WATERSTOP,
AND THE WALL REINFORCING.
CONCRETE TESTING REQUIRED BY AN INDEPENDENT INSPECTION AGENCY
JOBSITE TESTING OF DELIVERED CONCRETE AIR CONTENT IS REQUIRED FOR THE FIRST LOAD OF EACH DAY.
ANY CONCRETE LOAD WHICH FAILS AIR CONTENT SHALL BE FIELD MODIFIED UNTIL ACCEPTANCE IS ACHIEVED. IF FIELD
MODIFICATION OF AIR CONTENT IS REQUIRED FOR THE FIRST LOAD, THE SECOND LOAD SHALL BE TESTED FOR AIR CONTENT.
IF SECOND LOAD REQUIRES MODIFICATION FOR AIR CONTENT, ALL REMAINING LOADS THAT DAY SHALL BE TESTED FOR AIR
CONTENT AND FIELD MODIFIED AS REQUIRED.
THE INDEPENDENT TESTING AGENCY SHALL OBTAIN A SAMPLE FOR COMPRESSION TESTING FROM THE FIRST LOAD OF
EACH DAY'S CONCRETE, AND EVERY THIRD FOLLOWING LOAD (LOAD 1, LOAD 4, LOAD 7, ETC.) UNLESS OTHERWISE DIRECTED
BY THE STRUCTURAL ENGINEER. EACH SAMPLE SHALL CONSIST OF FOUR TEST CYLINDERS WHICH ARE TO BE TESTED
AT 7 DAYS (1 CYLINDER) & 28 DAYS (2 CYLINDERS). THE REMAINING CYLINDER SHALL BE HELD IN CASE ADDITIONAL TESTING IS
REQUIRED.
THE INDEPENDENT INSPECTION AGENCY SHALL SUBMIT TEST RESULTS TO THE OWNER, CONTRACTOR AND ENGINEER.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE TESTING WITH THE INDEPENDENT AGENCY.
CONCRETE FORMING
CONCRETE FORMING SHALL CONFORM TO ACI 350.5-12.
THE CONTRACTOR SHALL SUBMIT PROPOSED FORM TIE SYSTEM AND FORM HOLE GROUTING SYSTEM TO STRUCTURAL ENGINEER
FOR REVIEW. THE FORM TIE ASSEMBLIES SHALL LEAVE NO METAL (EXCEPT STAINLESS STEEL) OR ANY OTHER MATERIAL
SUBJECT TO CORROSION OR DEGRADATION WITHIN 1" OF THE FORMED SURFACE OF THE CONCRETE.
TIE HOLES SHALL BE FILLED WITH GROUT PER ACI 350.5-12. TAPERED WALL TIES SHALL NOT BE USED.
CONCRETE PLACEMENT
THE LIFT HEIGHT FOR THE CONCRETE IN THE WET WELL WALLS SHALL ALLOW THE CONCRETE TO BE VIBRATED FOR
THE FULL HEIGHT OF THE LIFT. EACH LIFT SHALL BE VIBRATED FULLY TO COMPLETELY CONSOLIDATE THE CONCRETE AROUND
THE REINFORCING AND TO AVOID HONEYCOMBS AND ROCK POCKETS. THE VIBRATION FOR THE UPPER LIFTS SHALL EXTEND A
MINIMUM OF SIX INCHES INTO THE PREVIOUS LIFT.
CONCRETE FOR THE LOWER 10'-0" OF THE WET WELL WALLS SHALL BE PLACED THROUGH A DROP CHUTE. CONCRETE FOR THE
REMAINDER OF THE WALL MAY BE DROPPED WITHOUT A DROP CHUTE IF THE FALLING CONCRETE IS DIRECTED TO AVOID
OBSTRUCTIONS SUCH AS FORM TIES AND REINFORCING WHICH WOULD CAUSE SEGREGATION OF THE AGGREGATES FROM THE
CONCRETE MIX.
BACKFILL PLACEMENT
BACKFILL MAY BE PLACED AND COMPACTED WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 4,000 PSI
(80 PERCENT OF 28 DAY STRENGTH).
REPAIR OF SURFACE DEFECTS AT WALLS
AFTER REMOVAL OF WALL FORMS, CLEAN AND REPAIR SURFACE DEFECTS PER ACI 350.5-12.
AT WALLS EXTEND ALL HORIZONTAL BARS
TO 2 1/2" CLEAR FROM FAR FACE OF WALL
(2" STRICT MINIMUM) AND PROVIDE STANDARD HOOKS
STANDARD HOOKS,
SEE 2/S1
1.VERTICAL REINFORCING NOT SHOWN.
STANDARD HOOKS,
SEE 2/S1
1'
-
6
"
A
T
BE
N
D
S
L
E
S
S
TH
A
N
9
0
D
E
G
R
E
E
S
28 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
WET WELL BASE SLAB PLANS (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH.
3.SEE SECTION VIEW FOR BASE SLAB ELEVATIONS.
4.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS.
5.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY.
7'-6" TO
CENTER OF
PIPE CROSS
13'-0"
CENTER TO CENTER
OF PIPE SUPPORTS
PIPE SADDLE SUPPORT AT
RESERVOIR INTAKE, SEE 1/S5
INTAKE SCREENS NOT SHOWN,
SEE CIVIL DRAWINGS
(1) PIPE TEE SUPPORT
AT RESERVOIR INTAKE,
SEE 1/S5
INTAKE PIPE SUPPORT FOUNDATION PLAN
(SCALE:
1
4
" = 1'-0")
SEE CIVIL DRAWINGS FOR
LENGTH AND LOCATION
OF INTAKE PIPE
NO
R
T
H
SEE SECTION VIEWS ON SHEET S5
FOR PIPE SUPPORT ELEVATIONS
NOT TO SCALE, SEE CIVIL DRAWINGS
PIPE SADDLE SUPPORT AT
RESERVOIR INTAKE, SEE 1/S5
IN
T
A
K
E
P
I
P
E
(S
E
E
O
T
H
E
R
D
R
A
W
I
N
G
S
)
,
SE
E
1
/
S
4
F
O
R
R
E
I
N
F
O
R
C
I
N
G
AT
W
A
L
L
P
E
N
E
T
R
A
T
I
O
N
WET WELLS
AND INTAKE
PIPE SUPPORT
PLANS
S2
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP. 3 SIDES
GUARDRAIL AT ACCESS HATCH,
SEE MANUFACTURER'S LITERATURE
ACCESS HATCH HINGES
ON THIS SIDE
6'-0" CLEAR
BETWEEN WALLS
1'-8"
WALLS
1'-8"
WALLS
9'-4"
OUTSIDE FACES OF WALLS
15
'
-
0
"
C
L
E
A
R
BE
T
W
E
E
N
W
A
L
L
S
1'
-
8
"
WA
L
L
S
1'
-
8
"
WA
L
L
S
18
'
-
4
"
OU
T
S
I
D
E
F
A
C
E
S
O
F
W
A
L
L
S
12'-8" BASE SLAB
1'-8"1'-8"
21
'
-
8
"
B
A
S
E
S
L
A
B
1'
-
8
"
1'
-
8
"
NO
R
T
H
TOP OF WET WELL PLANS
(SCALE:
1
4
" = 1'-0")
NO
R
T
H
PIPE (SEE OTHER DRAWINGS),
SEE 1/S4 FOR REINFORCING AT WALL PENETRATIONS
PARKS DEPARTMENT WET WELL
PLAN VIEW AT TOP OF PARKS DEPARTMENT WET WELL
SEE DETAIL 3/S1 FOR
WALL REINFORCING
AT CORNERS
TYP.1
S3
4'
-
9
"
T
O
CE
N
T
E
R
O
F
IN
T
A
K
E
P
I
P
E
6'-0" CLEAR
BETWEEN WALLS
1'-8"
WALLS
1'-8"
WALLS
9'-4"
OUTSIDE FACES OF WALLS
15
'
-
0
"
C
L
E
A
R
BE
T
W
E
E
N
W
A
L
L
S
1'
-
8
"
WA
L
L
S
1'
-
8
"
WA
L
L
S
18
'
-
4
"
OU
T
S
I
D
E
F
A
C
E
S
O
F
W
A
L
L
S
12'-8" BASE SLAB
1'-8"1'-8"
21
'
-
8
"
B
A
S
E
S
L
A
B
1'
-
8
"
1'
-
8
"
SEE DETAIL 3/S1 FOR
WALL REINFORCING
AT CORNERS
TYP.1
S3
WT 5 x 15
HATCH
OPENING
1'
-
1
0
"
IN
S
I
D
E
F
.
O
.
W
A
L
L
T
O
CE
N
T
E
R
O
F
L
A
D
D
E
R
4'
-
1
"
I
N
S
I
D
E
F
.
O
.
W
A
L
L
TO
E
D
G
E
O
F
C
O
V
E
R
P
L
A
T
E
2"
F
R
O
M
I
N
S
I
D
E
F
.
O
.
W
A
L
L
T
O
OU
T
S
I
D
E
E
D
G
E
O
F
P
L
A
T
E
(
3
S
I
D
E
S
)
3'
-
7
1
/
2
"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
T
O
CE
N
T
E
R
O
F
W
T
B
E
A
M
4'
-
3
"
O
U
T
T
O
O
U
T
OF
C
O
V
E
R
P
L
A
T
E
PU
M
P
S
K
I
D
,
SE
E
O
T
H
E
R
D
R
A
W
I
N
G
S
6'-4"
OUT TO OUT
OF COVER PLATE
4"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
TO
E
D
G
E
O
F
O
P
E
N
I
N
G
ACCESS AND ACCESS GUARDRAIL PLAN
PLAN AT TOP OF WET WELL SHOWING COVER PLATE
1
S6
SEE DETAIL 2/S6 FOR CONDITION
AT ENDS OF WT BEAM
GUARDRAIL
GATE,
THIS SIDE
SEE 4/S6 FOR LADDER
SEE DETAIL 3/S6 FOR ACCESS HATCH
AND GUARDRAIL SPECIFICATIONS.
AN
C
H
O
R
A
T
CE
N
T
E
R
O
F
W
A
L
L
SE
E
1
/
S
6
3'
-
0
"
CL
E
A
R
3'-2"
CLEAR
WT 5 x 15
3'
-
9
"
WT 5 x 15
WT 5 x 15
2
E
Q
U
A
L
S
P
A
C
E
S
CENTER OF 2 PAD EYES
(SEE 3/S6)
CENTER OF WET WELL
3'
-
3
"
3'
-
3
"
CENTER
OF WT
INSIDE
F.O. WALL
CENTER
OF WT
3'
-
9
"
INSIDE
F.O. WALL
6'-4"
OUT TO OUT
OF COVER PLATE
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP. 4 SIDES
SEE DETAIL 2/S6 FOR CONDITION
AT ENDS OF WT BEAM
2"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
TO
O
U
T
S
I
D
E
E
D
G
E
O
F
CO
V
E
R
P
L
A
T
E
(
4
S
I
D
E
S
)
1
S6
CENTER OF 2 PAD EYES
(SEE 3/S6)
1.ALL REINFORCING FOR INTAKE PIPE SUPPORTS SHALL BE EPOXY COATED.
2.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS.
3.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY.
29 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
3/4" = 1'-0"
S3
WET WELL
SECTION
CLEARANCE FROM THE OUTSIDE FACE OF THE WALL HORIZONTAL BARS,
TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2",
WITH A STRICT FIELD MINIMUM OF 2" CLEAR.
T.O. WET WELL WALLS (T.O. FUTURE BUILDING SLAB) ELEV. 5003.50'
T.O. WET WELL BASE SLAB ELEV. 4982.00'
B.O. WET WELL BASE SLAB ELEV. 4980.00'
21
'
-
6
"
W
E
T
W
E
L
L
W
A
L
L
S
2'
-
0
"
BA
S
E
S
L
A
B
BASE SLAB, SEE PLAN FOR WIDTHS
3'
-
0
"
I
M
P
O
R
T
F
I
L
L
,
SE
E
G
E
O
T
E
C
H
N
I
C
A
L
R
E
P
O
R
T
3'-0" MIN., FOUR SIDES
SEE PLAN FOR
CLEAR DISTANCE BETWEEN WALLS 1'-8" WALL THICKNESS1'-8" WALL THICKNESS
1
TYPICAL SECTION THROUGH WET WELLS
SEE CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
IN
T
A
K
E
P
I
P
E
(W
H
E
R
E
O
C
C
U
R
S
,
S
E
E
O
T
H
E
R
D
R
A
W
I
N
G
S
)
SE
E
1
/
S
4
F
O
R
R
E
I
N
F
O
R
C
I
N
G
A
T
W
A
L
L
P
E
N
E
T
R
A
T
I
O
N
S
NATIVE SAND AND GRAVEL MATERIAL OR
AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL.
THIS LAYER SHALL BE PLACED AND COMPACTED AS
SPECIFIED IN THE GEOTECHNICAL RECOMMENDATIONS.
EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
TYPICAL REINFORCING NOTES:
ALL REINFORCING FOR THE WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
TYPICAL BASE SLAB NOTES:
THE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
4" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP REINFORCING SHALL BE #6 BARS AT 0'-8" o/c, EACH WAY.
BASE SLAB TOP BARS SHALL HAVE STANDARD HOOKS EACH END.
THE BASE SLAB BOTTOM REINFORCING SHALL BE #7 BARS AT 0'-8" o/c, EACH WAY.
BASE SLAB BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END.
TYPICAL WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR UNLESS APPROVED IN ADVANCE BY THE
STRUCTURAL ENGINEER.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A
TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR
TOLERANCE IN BAR PLACEMENT.
AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE
AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
TYPICAL WALL REINFORCING:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #7 "L" BARS AT 0'-8" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 0'-8" o/c
(OUTSIDE VERTICAL "L" BAR SIZE & VERTICAL BAR SIZE DOES NOT MATCH)
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 0'-8" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 0'-8" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #7 BARS AT 0'-8" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 0'-8" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
SEE NOTES AT LEFT (THIS DETAIL)
FOR TYP. WALL REINFORCING
TURN "L" BAR HOOKS
TOWARD CENTER OF BASE SLAB
BASE SLAB "L" BARS
EACH FACE OF WALL
(STANDARD HOOKS AT BOTTOM),
SEE NOTES AT LEFT (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
SEE ABOVE RIGHT
FOR WATERSTOP
4"
C
L
E
A
R
T
O
TO
P
R
E
I
N
F
O
R
C
I
N
G
TO
A
L
L
O
W
F
O
R
WA
T
E
R
S
T
O
P
I
N
S
T
A
L
L
A
T
I
O
N
STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING
(TOP & BOTTOM LAYERS)
3" CLEAR TO HOOKS
SEE NOTES AT LEFT (THIS DETAIL)
FOR BASE SLAB REINFORCING
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1.
NOTE: OUTSIDE FACE "L" BAR SIZE DOES NOT
MATCH OUTSIDE FACE VERTICAL REINFORCING SIZE.
SEE NOTES AT LEFT (THIS DETAIL) FOR SIZES.
10" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE SHALL
BE CLEAN AND FREE OF LAITANCE, AND
THE SURFACE OF THE BASE SLAB SHALL
BE WETTED AND STANDING WATER REMOVED.
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP" NOTES ON SHEET S1
3"
C
L
E
A
R
EX
T
E
N
D
#
5
"
L
"
B
A
R
S
2'
-
6
"
I
N
T
O
W
A
L
L
,
EX
T
E
N
D
#
7
"
L
"
B
A
R
S
3'
-
3
"
I
N
T
O
W
A
L
L
T.O. "L" BARS
3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
1'-8" WALL
NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL
TROWEL FINISH ON TOP OF WALLS
THE FILL TO BE USED FOR BACKFILLING THE WET WELL EXCAVATIONS SHALL
BE COORDINATED WITH THE BUILDING FOUNDATION AND SLAB REQUIREMENTS,
CONSIDERING BEARING PRESSURE REQUIREMENTS, EXPANSION POTENTIAL, AND
POTENTIAL FILL SETTLEMENT.
30 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S4
3/4" = 1'-0"
OPENING SLEEVE,
SEE NOTE AT RIGHT
1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL.
#6 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS.
LA
P
2
'
-
9
"
CIRCULAR BARS
1
REINFORCING AT PENETRATIONS IN WET WELL FOR 24" AND 36" PIPES
SLEEVES AND SEALS AT WET WELLS
INSTALL A NON-CORROSIVE (PVC OR STAINLESS STEEL)
SLEEVE IN THE FORMS PRIOR TO CONCRETE PLACEMENT.
THE INSIDE DIAMETER OF THE SLEEVED OPENINGS SHALL
ALLOW PROPER CLEARANCE FOR THE PIPE & SEAL.
VERIFY PIPE OUTSIDE DIAMETERS & SEE SEAL
MANUFACTURER'S RECOMMENDATIONS FOR CLEARANCES
REQUIRED FOR INSTALLATION OF SEALS.
THE SEALS SHALL BE A TRUMBULL INDUSTRIES, INC.
LINK-SEAL, MODEL "S-316", MODULAR SEAL WITH
316 STAINLESS STEEL BOLTS & NUTS.
SEALS SHALL BE SIZED & INSTALLED IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS.
TYPICAL BASE SLAB "L" BAR SPACING,
EACH FACE OF WALL
PLAN VIEW OF WET WELL SHOWING
ADDITIONAL REINFORCING AT INLET PIPE OPENING(S)
REDUCED SCALE, TYPICAL REINFORCING NOT SHOWN
#6 VERTICAL BARS
(FOUR TOTAL)
#6 CIRCULAR BAR EACH FACE,
SEE BELOW
ADDITIONAL HORIZONTAL BARS
ABOVE AND BELOW PENETRATION
FOR 36" PIPE, SEE VIEW AT LEFT
(THIS DETAIL) FOR SPACING
#6 VERTICAL BARS (FOUR TOTAL)
#6 CIRCULAR BAR EACH FACE,
SEE BELOW
ADDITIONAL HORIZONTAL BARS
ABOVE AND BELOW PENETRATIONS
FOR 24" PIPE, SEE VIEW AT LEFT
(THIS DETAIL) FOR SPACING
2'
-
0
"
BA
S
E
S
L
A
B
OP
E
N
I
N
G
F
O
R
P
I
P
E
,
DI
A
M
E
T
E
R
A
S
R
E
Q
'
D
F
O
R
PI
P
E
&
P
E
R
I
M
E
T
E
R
S
E
A
L
2"
CL
E
A
R
T
O
AL
L
R
E
I
N
F
.
CUT VERTICAL BARS AT PIPE OPENING
CU
T
H
O
R
I
Z
O
N
T
A
L
B
A
R
S
AT
P
I
P
E
O
P
E
N
I
N
G
(B
A
R
S
A
T
0
'
-
8
"
o
/
c
)
(7
)
H
O
R
I
Z
.
B
A
R
S
A
T
4
"
o
/
c
A
B
O
V
E
P
I
P
E
P
E
N
E
T
R
A
T
I
O
N
S
(#
7
B
A
R
S
A
T
O
U
T
S
I
D
E
F
A
C
E
,
#
5
B
A
R
S
A
T
I
N
S
I
D
E
F
A
C
E
)
(3
)
H
O
R
I
Z
.
B
A
R
S
A
T
4
"
o
/
c
B
E
L
O
W
P
I
P
E
P
E
N
E
T
R
A
T
I
O
N
S
(#
7
B
A
R
S
A
T
O
U
T
S
I
D
E
F
A
C
E
,
#
5
B
A
R
S
A
T
I
N
S
I
D
E
F
A
C
E
)
#6 x 8'-0" VERTICAL BAR EACH SIDE OF OPENING,
EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE),
ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED
WET WELL
DETAILS
31 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S5
3/4" = 1'-0"
INTAKE PIPE
SUPPORT
DETAILS
1
PIPE SUPPORTS AT RESERVOIR INTAKE - LOOKING WEST
END VIEW OF TYPICAL PIPE SADDLE SUPPORTS
PIPE, SEE OTHER
DRAWINGS
T.O. CONCRETE ELEV. 4982.67,
VERIFY w/ SADDLE DESIGN
PIPE INVERT ELEV. 4983.67,
VERIFY w/ CIVIL DRAWINGS
B.O. FOOTING 4979.00
3'-0"3'-0"
3'-6"3'-6"
6"6"
7'-0" FOOTING
1'
-
0
"
FO
O
T
I
N
G
3"
CL
E
A
R
REMOVABLE STRAP PLATE OVER PIPE
BOLTS FOR REMOVABLE STRAP
PIPE SADDLES AND ANCHORAGE
TO CONCRETE TO BE DESIGNED
BY SADDLE MANUFACTURER,
SEE NOTES ABOVE
PIPE SADDLES AND ATTACHMENTS TO THE CONCRETE
SHALL BE DESIGNED (BY MANUFACTURER) FOR 6,000 POUNDS UPLIFT.
PIPE SADDLES AND ATTACHMENTS SHALL BE HOT-DIPPED GALVANIZED.
THE ANCHORS SHALL ALLOW REMOVAL OF THE SADDLES WITHOUT
REMOVAL OF THE ANCHORS (REMOVABLE NUTS ON TOP OF ANCHORS).
PI
P
E
,
SE
E
O
T
H
E
R
DR
A
W
I
N
G
S
22'-0" MIN. PIPE LENGTH WITHOUT SPLICE
7'-6" FROM
CENTER OF PIPE SADDLE SUPPORT
TO CENTER OF PIPE TEE SUPPORT
13'-0", CENTER TO CENTER OF PIPE SADDLE SUPPORTS
SIDE VIEW OF PIPE SUPPORTS
4'-6" FOOTING
2'-3"
3'
-
0
"
M
I
N
.
FR
O
S
T
D
E
P
T
H
1'-0"
1'
-
0
"
FO
O
T
I
N
G
FOOTING REINFORCING,
(9) #6 BARS IN SHORT DIRECTION
(5) #6 BARS IN LONG DIRECTION
2 1/2" CLEAR, SIDES, TOP & ENDS
#6 BARS AT 0'-11" o/c w/
STANDARD HOOKS EACH END
T.O. CONCRETE ELEV. 4982.67,
VERIFY w/ SADDLE DESIGN
SEE OTHER PIPE SUPPORT
FOR DETAILS
PIPE SADDLE
PIPE INVERT ELEV. 4983.67,
VERIFY w/ CIVIL DRAWINGS
PLAN VIEW OF WARPED BEARING PLATE
SIDE VIEW OF WARPED BEARING PLATE
LOOKING TOWARD PUMP STATION
1/2" THICK x 1'-4" SQUARE PLATE
CENTER OF PIPE TEE,
WARPED PLATE & VERTICAL PIPE
WARP PLATE TO THE CONTOUR OF
THE UNDERSIDE OF PIPE TEE
1/2" THICK x 1'-4" SQUARE PLATE
4'-0" SQUARE FOOTING
3'
-
0
"
M
I
N
.
FR
O
S
T
D
E
P
T
H
1'
-
0
"
FO
O
T
I
N
G
FOOTING REINFORCING,
FIVE #6 BARS, EACH WAY
3"
CL
E
A
R
T.O. CONCRETE, MATCH ELEV. OF THE TYP. PIPE SADDLE SUPPORTS
B.O. FOOTINGS 4979.00
4" STANDARD PIPE (SCHEDULE 40)
WARPED BEARING PLATE,
SEE ABOVE
1/4
TOP & BOTTOM
OF PIPE
1/2" THICK x 1'-0" SQUARE BASE PLATE WITH
FOUR 7/8" DIA. HOLES AT 0'-8" o/c EACH WAY
THE PIPE SUPPORT ASSEMBLY SHALL
BE H.D. GALV. AFTER FABRICATION
1'-6" SQUARE CONCRETE COLUMN
2 1/2" CLEAR, ALL SIDES
CENTER OF PIPE TEE, PIPE SUPPORT,
CONCRETE COLUMN AND FOOTING, EACH WAY
CLOSED TIES
90 DEGREE HOOKS
w/ 3" EXTENSIONS
1'-1" SQUARE (OUTSIDE)
END VIEW OF SUPPORT FOR PIPE TEE
REDUCER,
SEE CIVIL
DRAWINGS
SUCTION SCREEN BEYOND, SEE CIVIL DRAWINGS
SUPPORT FOR PIPE TEE, SEE END VIEW ABOVE
SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS,
PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
(SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY)
SEE OTHER DRAWINGS FOR
PIPE, PIPE BEDDING AND
PIPE JOINT SPECIFICATIONS
PIPE SADDLE
PIPE SPOOL,
SEE CIVIL
DRAWINGS
SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS,
PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
(SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY)
3'
-
0
"
M
I
N
.
FR
O
S
T
D
E
P
T
H
B.O. RESERVOIR ELEV. 4982.00
B.O. FOOTINGS 4979.00
2'-3"
1'-0"
4'-0" SQUARE FOOTING
(4) 3/4" DIA. H.D. GALVANIZED
ASTM F1554, GRADE 36 THREADED RODS,
EMBEDDED 0'-10" INTO CONCRETE w/
SIMPSON SET-XP EPOXY ADHESIVE
B.O. RESERVOIR ELEV. 4982.00
#6 HORIZONTAL BARS AT 0'-9" o/c,
EACH FACE
(4) #6 VERTICAL BARS w/ STANDARD HOOKS AT BOTTOM
#4 CLOSED TIES AT 0'-8" o/c, TWO TIES IN TOP 5"
WARPED BEARING PLATE, SEE ABOVE
PIPE TEE, SEE CIVIL DRAWINGS
WARP PLATE UP AT 2 CORNERS
SIDE VIEW OF WARPED BEARING PLATE
LOOKING AWAY FROM PUMP STATION
1/2" THICK x 1'-4" SQUARE PLATE
2'-0" (ALL SIDES)
2'-0" LAYER OF IMPORTED GRANULAR
STRUCTURAL FILL PLACED AND
COMPACTED IN ACCORDANCE WITH THE
GEOTECHNICAL RECOMMENDATIONS
2'
-
0
"
32 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S6
3/4" = 1'-0"
WET WELL
COVER PLATE
AND LADDER
DETAILS
5/16" x 3" BENT BAR w/
11/16" DIA. HOLE FOR ANCHOR
1" DIAMETER STEEL RUNGS,
COATED WITH SLIP RESISTANT MATERIAL TO
PREVENT SLIPPAGE PER OSHA 1926.1053 (a) (6) (i)
FACE OF
WET WELL WALL
FI
E
L
D
M
E
A
S
U
R
E
T.O. CONCRETE SLAB
EQ
U
A
L
L
Y
S
P
A
C
E
L
A
D
D
E
R
R
U
N
G
S
(
+
/
-
3
/
8
"
)
,
SP
A
C
I
N
G
T
O
B
E
1
0
"
M
I
N
I
M
U
M
,
1
4
"
M
A
X
I
M
U
M
1'-11 3/4" CLEAR
1/
4
"
PLAN VIEW OF LADDER
3/16
TYP.
1/2" x 2 1/2"
BAR SIDE
RAILS
3"
1 1/2"
1"
2'
-
6
"
M
A
X
.
6'
-
0
"
M
A
X
.
BE
T
W
E
E
N
S
U
P
P
O
R
T
S
TOP OF
CONCRETE SLAB
FACE OF
CONCRETE
WALL
SIDE VIEW OF LADDER
ATTACH LADDER TO THE CONCRETE WALL w/
5/8" DIAMETER HOT-DIPPED GALVANIZED TITEN HD ANCHORS
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS & ICC REPORT ESR-2713.
EMBEDMENT OF ANCHORS INTO CONCRETE SHALL BE 5" MIN.
15" MIN. FROM
CENTER OF LADDER
TO ANY OBSTRUCTION,
EACH SIDE OF LADDER
THE ACCESS HATCH IS TO BE A:
PAINTED 3'-0" CLEAR x 3'-2" CLEAR, BILCO TYPE SS-40, SINGLE LEAF ROOF SCUTTLE.
SEE "ACCESS AND ACCESS GUARDRAIL PLAN" ON SHEET S2 FOR CLEAR DIMENSIONS AND ORIENTATION.
THE HATCH GUARDRAIL SHALL BE A YELLOW POWDER COATED BILCO BIL-GUARD RL2-E
SAFETY RAILING SYSTEM (GUARDRAIL NOT SHOWN).
THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED
BILCO LU2 LADDER UP SAFETY POST (NOT SHOWN).
T.O. HATCH FRAME
1'-0" FROM CENTER OF RUNG
TO FACE OF CONCRETE WALL
FRONT VIEW OF LADDER
CENTER OF RUNG
TO BE AT TOP OF
HATCH FRAME ELEVATION
2'
-
6
"
M
A
X
.
WET WELL,
REINFORCING
NOT SHOWN
30
"
M
I
N
.
F
R
O
M
CE
N
T
E
R
O
F
R
U
N
G
S
TO
A
N
Y
O
B
S
T
R
U
C
T
I
O
N
4
LADDER IN WET WELL
WT 5 x 15 ASTM A992 STIFFENER
(SEE PLAN FOR LOCATION)
2 1/2" PLATE EXTENSION BEYOND ANGLE
1/2" GAP BETWEEN
INSIDE FACE OF CONCRETE WELL
AND FACE OF STEEL ANGLE
SEE PLAN
L 3 x 3 x 1/4 EDGE ANGLE
AT PERIMETER OF COVER PLATE
1/4" THICK CARBON STEEL
(ASTM A36) CHECKER PLATE
(PLACE LUGS UP)
3/16
1 @ 8
3/16 1 @ 8
3/16 1 @ 8
3/16 1 @ 8TYP. AT PERIMETER
ANGLES
TYP. AT WT
STIFFENER
WT 5 x 15 (ASTM A992) STIFFENER
(SEE PLAN FOR LOCATION)
2 1/2" PLATE EXTENSION BEYOND ANGLE
1/2" GAP BETWEEN INSIDE EDGE OF CONCRETE WELL
AND FACE OF STEEL ANGLE (GAP ALL SIDES OF COVER)
PERIMETER ANGLE
1/4" THICK CARBON STEEL
(ASTM A36) CHECKER PLATE
(PLACE LUGS UP)
3/16
1 1/2
WT STEM TO
PERIMETER ANGLE
CLIP STEM OF WT STIFFENER,
2" x 2"
1
1
/
4
"
CO
P
E
ON
W
T
3/16 1 1/2
PLATE OVERLAPS CONCRETE WALL 2" (ALL SIDES)
TYPICAL CONDITION AT PERIMETER OF COVER PLATES
1
TYPICAL ATTACHMENT OF WT STIFFENERS TO PERIMETER ANGLES
2
PAD EYES AT PARKS DEPT. COVER PLATE
3
3/4" HEAVY HEX NUT,
TACK WELDED TO BOTTOM
OF ANGLE (3 SIDES)
PAD EYE AT CENTER OF ANGLE
REMOVABLE PAD EYE
PAD EYE
PAD EYE WITH
3,000 POUND CAPACITY
(3/4" THREADED SHANK)
CHECKER PLATE
PROVIDE 7/8" DIAMETER
HOLE IN CHECKER PLATE
AND ANGLE FOR PAD EYE
PERIMETER ANGLE
POSITION HATCH ON COVER PLATE
SO CENTER OF LADDER RUNGS ARE
7" FROM INSIDE FACE OF HATCH COVER
HATCH COVER
THE GUARDRAIL SYSTEM IS
NOT SHOWN ON THIS DETAIL
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.
2. THE LADDER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.
2. THE MONTAVA COVER PLATE SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.
3. THE PARKS DEPTMENT COVER PLATE SHALL BE PRIMED AND PAINTED (2 COATS) AFTER FABRICATION.
WET WELL WALL
WET WELL WALL
SEE PLAN FOR LOCATION OF COVER PLATE ANCHOR AT MONTAVA WET WELL (ONE ANCHOR),
5/8" DIA. HOT-DIPPED GALVANIZED THREADED ROD (THREADED FULL LENGTH)
EPOXY GROUTED 6" INTO CONCRETE WALL WITH SIMPSON STRONG-TIE SET-3G EPOXY.
1
3
/
4
"
THREADED ROD SHALL EXTEND 2" BEYOND INSIDE FACE OF WALL.
PROVIDE 3/4" DIAMETER HOLE IN PERIMETER ANGLE.
PROVIDE 5/8" HOT-DIPPED GALVANIZED NUT (DO NOT CLOSE GAP BETWEEN ANGLE & WALL).
SEE SHEET S2
FOR CLEAR OPENING
IN THIS DIRECTION
WET WELL WALL
COVER PLATE CONTINUES
AT PARKS DEPT. WET WELL
WET WELL WALL
AT PERIMETER OF PARKS DEPARTMENT WET WELL COVER (4 SIDES)
PROVIDE 1" WIDE x 3/4" TALL, CLOSED CELL, SEAL FOAM TAPE
(ADHESIVE SIDE ATTACHED TO WET WELL)
PARKS DEPARTMENT COVER PLATE
FOAM TAPE AT PARKS DEPARTMENT WET WELL
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES
& INTAKE PIPE SUPPORTS" NOTES.
33 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
SPLITTER
STRUCTURE
PLANS
S7
7'
-
0
"
3'
-
1
0
"
1'
-
0
"
W
A
L
L
1'
-
0
"
W
A
L
L
12
'
-
1
0
"
5'-0"2'-5"
7'-5"
OUTSIDE TO
OUTSIDE OF WALLS
3'-3 3/4"
2'-2 5/16"
4'-3 5/16"
3'
-
7
3
/
8
"
3'
-
1
0
"
6'
-
1
1
/
2
"
3'
-
1
0
3
/
4
"
2'
-
7
1
/
8
"
16
'
-
5
3
/
8
"
O
U
T
S
I
D
E
T
O
O
U
T
S
I
D
E
O
F
W
A
L
L
S
3'
-
0
"
CL
E
A
R
1'-0"
WALL
3'-0"
CLEAR
1'-0"
WALL
SEE DETAIL 2/S8 FOR GRATING AND BEAM DETAILS.
GRATING PANELS SHALL BE H.D. GALV., NON-SERRATED BAR GRATING.
BEARING BARS SHALL BE 3/16" WIDE x 1" TALL, SPACED AT 1 3/16" ON CENTER.
THE ARROWS ON THE PLAN INDICATE DIRECTION OF BEARING BARS AT EACH PANEL.
CROSS BARS SHALL BE 1/4" (ROUND OR SQUARE) AND SPACED AT 0'-4" ON CENTER.
THE ENDS OF THE BEARING BARS SHALL BE BANDED.
THE GRATING IS NOT DESIGNED FOR TRUCK WHEEL LOADING.
THE GRATING IS DESIGNED FOR 100 PSF UNIFORM LIVE LOAD.
GRATING PANEL "A":
FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL).
GRATING PANEL "B":
PANEL WIDTH = 35 13/16".
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM).
GRATING PANEL "C":
FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS).
FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS).
GRATING PANEL "D":
PANEL WIDTH = 35 13/16".
FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS).
GRATING PANEL "E":
FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM).
GRATING PANEL "F":
FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL).
4'
-
0
"
3'
-
3
"
GRATING
PANEL "A"
W 5 x 16 BEAMS (SEE 2/S8),
TYP. FOR THREE BEAMS
CENTER OF BEAM
GRATING PANEL "F"
GRATING PANEL "D"
GRATING PANEL "B"
CENTER OF BEAM
GRATING PANEL "E"
4" WIDE LEDGE EA. SIDE
AT GRATING PANEL "F"
4"
WI
D
E
LE
D
G
E
4"
W
I
D
E
L
E
D
G
E
E
A
.
S
I
D
E
AT
G
R
A
T
I
N
G
P
A
N
E
L
"
A
"
4"
WI
D
E
LE
D
G
E
1'
-
0
"
T
O
O
U
T
S
I
D
E
F
.
O
.
W
A
L
L
1'-0" TO
OUTSIDE F.O. WALL
11'-6" BASE SLAB
18
'
-
0
"
B
A
S
E
S
L
A
B
SPLITTER STRUCTURE BASE SLAB PLAN
(SCALE:
1
4
" = 1'-0")
1.TOP OF BASE SLAB SHALL BE LEVEL. SEE DETAIL 1/S8 FOR ELEVATION.
2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH.
3.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON S1.
NO
R
T
H
OUTLINE OF WALLS,
SEE WALL PLAN VIEW AT RIGHT
FOR DIMENSIONS
BASE SLAB REINFORCING,
SEE DETAIL 1/S8
SPLITTER STRUCTURE WALL PLAN
(SCALE:
1
4
" = 1'-0")
1.SEE DETAIL 1/S8 FOR TOP OF WALL ELEVATION.
2.REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON S1.
3.SEE 3/S8 FOR WALL CONDITION AT INLET AND OUTLET PIPES.
NO
R
T
H
SPLITTER STRUCTURE GRATING PLAN
(SCALE:
1
4
" = 1'-0")
1.TOP OF GRATING ELEVATION SHALL MATCH TOP OF WALL ELEVATION.
NO
R
T
H
INLET PIPE,
SEE OTHER
DRAWINGS
OUTLET PIPE,
SEE OTHER DRAWINGS
OUTLET PIPE,
SEE OTHER
DRAWINGS
OUTLET GATE ASSEMBLY,
SEE OTHER DRAWINGS
OUTLET GATE ASSEMBLY,
SEE OTHER DRAWINGS
GRATING PANEL "C"
4'
-
4
3
/
4
"
TO
C
E
N
T
E
R
OF
B
E
A
M
5'
-
1
1
"
T
O
CE
N
T
E
R
O
F
S
T
E
P
S
STEPS
STEPS
1
S8
SEE 2/S8 FOR H.D. GALV. SADDLE CLIP
AT EACH END OF EACH GRATING PANEL
1
S8
1
S8
4
1
/
2
"
C
L
E
A
R
B
E
T
W
E
E
N
WA
L
L
A
N
D
G
R
A
T
I
N
G
P
A
N
E
L
,
VE
R
I
F
Y
C
L
E
A
R
A
N
C
E
R
E
Q
'
D
FO
R
O
U
T
L
E
T
G
A
T
E
A
S
S
E
M
B
L
Y
3/4" GAP BETWEEN WALL AND SIDE OF GRATING PANEL,
1" MAX. GAP BETWEEN ADJACENT GRATING PANELS
4
1
/
2
"
C
L
E
A
R
B
E
T
W
E
E
N
WA
L
L
A
N
D
G
R
A
T
I
N
G
P
A
N
E
L
,
VE
R
I
F
Y
C
L
E
A
R
A
N
C
E
R
E
Q
'
D
FO
R
O
U
T
L
E
T
G
A
T
E
A
S
S
E
M
B
L
Y
GRATING PANEL NOTES
SEE DETAIL 3/S1 FOR
WALL REINFORCING AT CORNERS
34 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
3/4" = 1'-0"
S8
SPLITTER
STRUCTURE
DETAILS
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
T.O. CONCRETE WALL
T.
O
.
B
E
A
M
1"
B
E
L
O
W
T.
O
.
W
A
L
L
ANCHORS
END PLATE
PLAN VIEW AT EACH END OF BEAM
SIDE VIEW AT EACH END OF BEAM
END VIEW AT EACH END OF BEAM
BE
A
M
,
SE
E
P
L
A
N
SPLITTER STRUCTURE GRATING SUPPORT BEAMS
2
1/4" THICK STEEL PLATE WITH
TWO 3/4" DIAMETER HOLES
BEAM END PLATES
3/16
BEAM TO
END PLATES
1.BEAMS SHALL BE H.D. GALVANIZED AFTER FABRICATION (INCLUDING END PLATES)
SECTION THROUGH BEAM
CENTER OF HOLES
T.
O
.
P
L
A
T
E
1
/
4
"
BE
L
O
W
T
.
O
.
B
E
A
M
2
3
/
4
"
F
R
O
M
T.
O
.
P
L
A
T
E
T
O
CE
N
T
E
R
O
F
H
O
L
E
S
6"
1 1/2", EACH SIDE
5
1
/
2
"
TO
P
F
L
A
N
G
E
OF
S
T
E
E
L
B
E
A
M
ATTACH BEAM TO CONCRETE WALL WITH
TWO 5/8" DIA. x 5" LONG TITEN HD ANCHORS
(ASTM B695, CLASS 65 MECHANICALLY GALVANIZED)
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
WALL REINFORCING NOT SHOWN
WALL REINFORCING NOT SHOWN
1" HIGH x 4" WIDE NOTCH IN T.O. WALL
(WHERE OCCURS, SEE PLAN)
ANCHORS, SEE ABOVE
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
CROSS BARS
BEARING BARS
END BAND
GRATING PANELGRATING PANEL
SEE PLAN FOR
DIRECTION OF
BEARING BARS
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
1/4" DIA. H.D. GALV. THREADED ROD WITH THREE H.D. GALV. NUTS
(1 NUT BELOW BEAM FLANGE, ONE ABOVE BEAM FLANGE, ONE AT SADDLE CLIP),
THREADED ROD SHALL NOT EXTEND ABOVE T.O. GRATING
STEEL BEAM,
SEE PLAN
DRILL 5/16" DIA. HOLE IN TOP FLANGE (FOR 1/4" RODS)
AT APPROXIMATE CENTER OF GRATING PANELS
(CENTER HOLE BETWEEN BEARING BARS)
ATTACHMENT OF GRATING PANELS TO STEEL BEAMS
THERE SHALL BE ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS)
1/4" GAP BETWEEN GRATING PANEL AND CENTER OF BEAM
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
1/4" DIA. H.D. GALV. THREADED ROD EPOXY GROUTED 3" INTO CONCRETE WALL
WITH SIMPSON STRONG-TIE SET3G ADHESIVE.
LOCATE HOLE AT APPROXIMATE CENTER OF GRATING PANEL (CENTER BETWEEN BEARING BARS)
ATTACHMENT OF GRATING PANELS TO CONCRETE WALL
THERE SHALL BE ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS)
1/4" GAP BETWEEN
GRATING PANEL & EDGE OF NOTCH
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
T.O. CONCRETE WALL
NOTCH IN T.O. WALL
1/4" FROM CENTER OF BEAM
(EACH WAY) TO GRATING PANEL, TYP.
SEE ABOVE FOR ATTACHMENT
OF GRATING PANELS TO
BEAMS AND CONCRETE WALL
SECTION THROUGH SPLITTER STRUCTURE
1
T.O. BASE SLAB
ELEV. 5025.30' (LEVEL)
T.O. WALL ELEV. 5031.50'
SEE DETAIL 2/S8 FOR GRATING
STEEL BEAM BEYOND, SEE 2/S8
FINISH GRADE,
SEE OTHER DRAWINGS
1'-0" THICK WALLS, TYP.
SE
E
3
/
S
8
FO
R
C
O
N
D
I
T
I
O
N
AT
I
N
L
E
T
A
N
D
OU
T
L
E
T
P
I
P
E
S
3 1/4" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS,
TYP. EACH SIDE OF WALL
BASE SLAB "L" BARS EACH FACE OF
WALL (STANDARD HOOKS AT BOTTOM),
SEE NOTES ABOVE (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
CLEARANCE FROM THE OUTSIDE FACE OF THE HORIZONTAL BARS,
TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2",
WITH A STRICT FIELD MINIMUM OF 2" CLEAR.
SEE NOTES ABOVE
(THIS DETAIL) FOR
TYP. WALL REINFORCING
T.O. "L" BARS
EX
T
E
N
D
"
L
"
B
A
R
S
2'
-
6
"
I
N
T
O
W
A
L
L
SEE ABOVE LEFT
FOR WATERSTOP
6" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP"
NOTES ON SHEET S1
1'-0"
WALL
TROWEL FINISH ON TOP OF WALLS
SEE NOTES ABOVE (THIS DETAIL)
FOR BASE SLAB REINFORCING
TURN "L" BAR HOOKS
TOWARD CENTER OF BASE SLAB
STANDARD 90 DEGREE HOOKS
ON ALL BASE SLAB REINFORCING
(TOP & BOTTOM LAYERS),
TURN HOOKS SIDEWAYS
3" CLEAR TO HOOKS
BASE SLAB, SEE PLAN FOR WIDTHS
1'
-
2
"
B
A
S
E
S
L
A
B
3"
C
L
E
A
R
3"
C
L
E
A
R
A
T
T
O
P
R
E
I
N
F
O
R
C
I
N
G
TO
A
L
L
O
W
F
O
R
W
A
T
E
R
S
T
O
P
I
N
S
T
A
L
L
A
T
I
O
N
EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
SPLITTER STRUCTURE REINFORCING NOTES:
ALL REINFORCING FOR THE SPLITTER STRUCTURE BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
SPLITTER STRUCTURE BASE SLAB NOTES:
THE SPLITTER STRUCTURE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY.
BASE SLAB TOP AND BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END.
SPLITTER STRUCTURE WALL REINFORCING:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
SPLITTER STRUCTURE WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO
PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE
TO ALLOW FOR TOLERANCE IN BAR PLACEMENT.
AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN
THE FACE OF CONCRETE AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURFACE OF THE
BASE SLAB SHALL BE WETTED AND
STANDING WATER REMOVED.
SEE "SPLITTER STRUCTURE GRATING PLAN"
ON SHEET S7 FOR NOTCH LOCATIONS
CONDITION AT SPLITTER STRUCTURE INLET AND OUTLET PIPES
3
3"
T
O
B
O
T
T
O
M
HO
R
I
Z
.
R
E
I
N
F
O
R
C
I
N
G
AT
S
P
L
I
T
T
E
R
W
A
L
L
S
CUT VERTICAL BARS AT PIPE OPENING
#6 VERTICAL BAR EACH SIDE OF OPENING,
EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE),
ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED
CU
T
H
O
R
I
Z
.
B
A
R
S
AT
P
I
P
E
O
P
E
N
I
N
G
1'
-
2
"
BA
S
E
S
L
A
B
BOTTOM HORIZ. BARS
TO BE CONTINUOUS
FO
U
R
#
5
HO
R
I
Z
.
B
A
R
S
A
T
4"
o
/
c
A
B
O
V
E
P
I
P
E
EXTEND ALL HORIZONTAL BARS,
INCLUDING ADD'L HORIZONTAL BARS
TO CORNERS AND HOOK PER 3/S1
1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL.
2"
C
L
E
A
R
F
R
O
M
OU
T
S
I
D
E
O
F
P
I
P
E
TO
A
L
L
R
E
I
N
F
O
R
C
I
N
G
PRIOR TO PLACING WALL CONCRETE,
EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
VIBRATE CONCRETE THOROUGHLY
FO
R
M
E
D
R
O
U
N
D
O
P
E
N
I
N
G
A
T
P
I
P
E
(M
A
T
C
H
I
N
S
I
D
E
P
I
P
E
D
I
A
M
E
T
E
R
)
SECTION VIEW THROUGH WALL AT PIPES
IN
L
E
T
O
R
OU
T
L
E
T
P
I
P
E
SEE CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
#5 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" (SIMILAR TO DETAIL 1/S4)
2'-0"
(ALL SIDES)
2'
-
0
"
2'-0" LAYER OF IMPORTED GRANULAR
STRUCTURAL FILL PLACED AND
COMPACTED IN ACCORDANCE WITH THE
GEOTECHNICAL RECOMMENDATIONS
MANHOLE STEPS SHALL
CONFORM TO AASHTO M 199,
SEE PLAN VIEWS FOR LOCATION
35 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
WSSC
HEADWALL
S9
3'-0"3'-6"3'-6"
6'
-
0
"
1'-6"
T.O. FOOTING ELEV. 5102.50'
T.O. WALL ELEV. 5110.00'
PIPE INVERT 5102.96'
1'
-
0
"
T
H
I
C
K
WA
L
L
,
T
Y
P
.
6'
-
0
"
10'-0"
10'-0"10'-0"
20'-0" BASE SLAB
PIPE,
SEE OTHER DRAWINGS
2'
-
0
"
11
'
-
0
"
13
'
-
0
"
B
A
S
E
S
L
A
B
WSSC HEADWALL BASE ELEVATION VIEW
1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL.
2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
WSSC HEADWALL BASE SLAB PLAN (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
(SCALE:
1
4
" = 1'-0")
45
.
0
0
ø
D
E
G
R
E
E
S
,
TY
P
.
E
A
C
H
S
I
D
E
3'
-
0
"
3'
-
0
"
1
S9
1'
-
0
"
W
I
D
E
CU
T
O
F
F
W
A
L
L
SEE 1/S10 FOR CONDITION
AT PIPE PENETRATION
1
S9
1'
-
2
"
F
O
O
T
I
N
G
2'
-
4
"
C
U
T
O
F
F
W
A
L
L
1
MIN.
1
T.O. WALL, SEE ELEVATION VIEW
T.O. FOOTING,
SEE ELEVATION VIEW
3'
-
6
"
1'
-
2
"
FO
O
T
I
N
G
CU
T
O
F
F
1'-0" WIDE CUTOFF
FOOTING, SEE PLAN FOR WIDTHS
VARIES,
SEE PLAN
2'-0"
1'-0" WALL
THIS AREA BEHIND THE HEADWALLS SHALL
BE BACKFILLED WITH NATIVE OR IMPORTED
DENSE TO MEDIUM DENSE SOILS WITH
A WET UNIT WEIGHT OF 135 PCF AND
A FRICTION ANGLE OF 35 DEGREES
(SEE SOILS RECOMMENDATIONS)
FINISH GRADE,
SEE OTHER DRAWINGS
3 1/4" TO EDGE OF BASE SLAB "L" BARS AND
VERTICAL WALL BARS, TYP. EACH SIDE OF WALL
BASE SLAB "L" BARS EACH FACE OF
WALL (STANDARD HOOKS AT BOTTOM),
SEE NOTES ABOVE (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
SEE NOTES ABOVE (THIS DETAIL)
FOR TYP. WALL REINFORCING
T.O. "L" BARS
SEE ABOVE
FOR WATERSTOP
TROWEL FINISH ON TOP OF WALLS
3"
T
O
BO
T
T
O
M
HO
R
I
Z
O
N
T
A
L
RE
I
N
F
O
R
C
I
N
G
AT
H
E
A
D
W
A
L
L
S
WSSC AND NPIC HEADWALL EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
WSSC AND NPIC HEADWALLS REINFORCING NOTES:
ALL REINFORCING FOR THE BASE SLAB AND WALLS AT THE HEADWALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
WSSC AND NPIC HEADWALLS BASE SLAB NOTES:
THE BASE SLAB FOR THE HEADWALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY.
BASE SLAB TOP AND BOTTOM BARS AT THE HEADWALLS DO NOT REQUIRE HOOKS AT ENDS.
WALL REINFORCING AT WSSC AND NPIC HEADWALLS:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
WSSC AND NPIC HEADWALLS WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF
2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS,
A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
3"
C
L
E
A
R
TO
B
O
T
T
O
M
RE
I
N
F
O
R
C
I
N
G
3"
C
L
E
A
R
T
O
TO
P
R
E
I
N
F
O
R
C
I
N
G
EX
T
E
N
D
"
L
"
B
A
R
S
2'
-
6
"
I
N
T
O
W
A
L
L
TWO #5 BARS
AT 1'-0" o/c
3" CLEAR
#5 AT 1'-0" o/c,
STANDARD HOOK
AT TOP
#5 BARS AT 1'-0" o/c,
EACH WAY, TOP & BOTTOM
6" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP"
NOTES ON SHEET S1
1'-0"
WALL
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURFACE OF THE
BASE SLAB SHALL BE WETTED AND
STANDING WATER REMOVED.
1
TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1.
2'
-
0
"
L
A
Y
E
R
O
F
I
M
P
O
R
T
E
D
GR
A
N
U
L
A
R
S
T
R
U
C
T
U
R
A
L
F
I
L
L
PL
A
C
E
D
A
N
D
C
O
M
P
A
C
T
E
D
I
N
AC
C
O
R
D
A
N
C
E
W
I
T
H
T
H
E
GE
O
T
E
C
H
N
I
C
A
L
R
E
C
O
M
M
E
N
D
A
T
I
O
N
S
36 of 37
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD SENOJ
ODAROLOC DESNECIL
RPROFESIONALENGINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
NPIC
HEADWALL
S10
NPIC HEADWALL BASE ELEVATION VIEW
1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL.
2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
NPIC HEADWALL BASE SLAB PLAN (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
(SCALE:
1
4
" = 1'-0")
PIPE,
SEE OTHER DRAWINGS
1'-0"3'-0"3'-6"
6'
-
0
"
1'
-
0
"
T
H
I
C
K
W
A
L
L
,
T
Y
P
.
1'-6"4"
13'-0" BASE SLAB
2'
-
0
"
10
'
-
0
"
12
'
-
0
"
B
A
S
E
S
L
A
B
45
.
0
0
ø
DE
G
R
E
E
S
4'
-
0
"
3'
-
0
"
T.O. FOOTING ELEV. 5110.00'
T.O. WALL ELEV. 5116.80'
PIPE INVERT 5112.97'
2'-
1
0
1
/
2
"
EXIST'G
STRUCTURE NEW HEADWALL
EX
I
S
T
'
G
W
A
L
L
EX
I
S
T
'
G
FO
O
T
I
N
G
CONFIGURATION AND ELEVATION
OF EXIST'G FOOTING IS UNKNOWN.
CONTACT ENGINEER IF ALTERNATE
CONNECTION DETAIL IS REQUIRED.
EXIST'G
STRUCTURE
TO REMAIN
EXIST'G STRUCTURE
EXIST'G STRUCTURE
EXIST'G
STRUCTURE
DEMO THIS PORTION
OF EXIST'G STRUCTURE
1'
-
0
"
W
I
D
E
CU
T
O
F
F
W
A
L
L
1
S9
1
S9
SEE 1/S10 FOR CONDITION
AT PIPE PENETRATION
1'
-
2
"
F
O
O
T
I
N
G
2'
-
4
"
C
U
T
O
F
F
W
A
L
L
SEE 2/S10 FOR CONNECTION OF
NEW WALL TO EXIST'G WALL
T.O. WALL, SEE ELEVATION VIEW
1'-0" WALL
3"
C
L
E
A
R
TO
B
O
T
T
O
M
RE
I
N
F
O
R
C
I
N
G
FO
R
M
E
D
R
O
U
N
D
O
P
E
N
I
N
G
A
T
P
I
P
E
(M
A
T
C
H
I
N
S
I
D
E
P
I
P
E
D
I
A
M
E
T
E
R
)
PI
P
E
BOTTOM HORIZ. BARS
TO BE CONTINUOUS
EXTEND ALL HORIZONTAL BARS,
INCLUDING ADD'L HORIZONTAL BARS
TO CORNERS AND HOOK PER 3/S1
TH
R
E
E
#
5
HO
R
I
Z
O
N
T
A
L
B
A
R
S
A
B
O
V
E
PI
P
E
,
E
A
C
H
F
A
C
E
O
F
W
A
L
L
CUT TYP. VERTICAL & HORIZONTAL BARS
2" CLEAR FROM OUTSIDE DIAMETER OF PIPE
PRIOR TO PLACING WALL CONCRETE,
EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
VIBRATE CONCRETE THOROUGHLY
#5 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" (SIMILAR TO DETAIL 1/S4)
1
PIPE PENETRATION AT HEADWALLS
1.FOR DETAILS NOT SHOWN OR NOTED, SEE DETAIL 3/S8. ADD'L VERTICAL #6 BARS NOT REQUIRED AT HEADWALLS.
2 1/2" CLEAR
6"
E
M
B
E
D
M
E
N
T
EX
I
S
T
'
G
CO
N
C
R
E
T
E
W
A
L
L
EXIST'G HEADWALL
NEW HEADWALL,
TYP. REINFORCING NOT SHOWN
#5 BARS AT 1'-0" o/c,
EPOXY GROUTED INTO EXIST'G HEADWALL
WITH SIMPSON SET-3G EPOXY ADHESIVE
STANDARD HOOK
2
CONNECTION OF NEW HEADWALL TO EXISTING HEADWALL
1.CONNECTION TO EXISTING FOOTING IS NOT REQUIRED.
37 of 37