HomeMy WebLinkAboutMONTAVA - PHASE D CORE AND IRRIGATION POND - BDR240006 - SUBMITTAL DOCUMENTS - ROUND 2 - Utility Plans (2)�
SITUATE I N TH E SOUTH EAST QUARTER OF SECTION 32, TOWNSH I P 8 NORTH,
RANGE 68 WEST, OF THE 6TH P.M;
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
J U LY 2024
VICI N ITY MAP
SCALE: 1 "=1000'
DEVELOPER ENGINEERING 8� SURVEYING
MONTAVA DEVELOPMENT & TST, INC. CONSULTING ENGINEERS
CONSTRUCTION LLC 748 WHALERS WAY, SUITE 200
430 N. COLLEGE AVENUE, SUITE 410 FORT COLLINS, CO 80525
FORT COLLINS, CO 80524 (970) 226-0557
(303) 815-5769
PROJECT DATUM: NAVD88
.
.
IRRIGATION CONSULTANT
HINES, INC.
SITE WATER ENGINEERING SERVICES
323 W. DRAKE RD, SUITE 204
FORT COLLINS, CO 80526
(970) 282-1800
BENCHMARK #1: CITY OF FORT COLLINS VERTICAL CONTROL 36-01. A 3�" BRASS CAPPED MONUMENT IN OLD
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'
BENCHMARK #2: CITY OF FORT COLLINS VERTICAL CONTROL 34-01. A 2" ALUMINUM DISK ON THE EAST END OF A
HEADWALL OVER AN IRRIGATION DITCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200
FEET EAST OF THOREAU DRIVE.
ELEVATION: 5026.59'
LEGEND
EXISTING FIRE HYDRANT
EXISTING 5' CONT. � / ��92s� _ / �
EXISTING 1' CONT. �92�
EXISTING RIGHT—OF—WAY — —
EXISTING CABLE TV TV
EXISTING ELECTRIC —E E
EXISTING FIBER OPTIC FO
EXISTING GAS —G G
EXISTING IRRIGATION —I I
EXISTING OVERHEAD ELECTRIC OHE
EXISTING SANITARY SEWER SS—�—
EXISTING STORM DRAIN
EXISTING TELEPHONE —T T
EXISTING UTILITY PEDESTAL/VAULT � FO T�
EXISTING WATER W/ VALVE W��
EXISTING EASEMENT
PROPOSED EASEMENT —
PROPOSED RIGHT—OF—WAY
PROPOSED 1' CONTOUR
PROPOSED 5' CONTOUR
PROPOSED FLOW ARROW
TOP OF FOUNDATION ELEVATION
FINISHED GRADE
PROPOSED IRRIGATION LINE
PROPOSED IRRIGATION SERVICE
PROPOSED STORM LINE W/MANHOLE
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F.G.=50.63
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ABBREVIATIONS
AC—FT ACRE FEET
ASSY. ASSEMBLY
B.O. BLOW OFF
B.V.C. BEGIN VERTICAL CURVE
DIA DIAMETER
ESMT EASEMENT
E.V.C. END VERTICAL CURVE
FES FLARED END SECTION
F.H. FIRE HYDRANT
FL FLOW LINE
FG FINISHED GRADE
GTV GATE VALVE
H.D.P.E. HIGH DENSITY POLYETHYLENE PIPE
HP HIGH POINT
IN INCH
INV INVERT
L LEFT
L.F. LINEAL FEET
LP LOW POINT
M.H. MANHOLE
MIN. MINIMUM
MRJ (ABBR) MECHANICALLY RESTRAINED JOINT
N.T.S. NOT TO SCALE
P.C. POINT OF CURVATURE
P.C.R. POINT OF CURVE RETURN
P.I. POINT OF INTERSECTION
P.R.C. POINT OF REVERSE CURVE
P.T. POINT OF TANGENCY
P.V.C. POLY VINYL CHLORIDE (PIPE)
P.V.I. POINT OF VERTICAL INTERSECTION
PKG PARKING
R RADIUS
R.O.W. RIGHT OF WAY
SEWER SANITARY SEWER
S SLOPE
STA. STATION
ST—X STORM SEWER
T.B. THRUST BLOCK
T.O.P. TOP OF PIPE
T.R.M. TURF REINFORCEMENT MAT
TYP. TYPICAL
W� WI TH
W�� WATER LINE
V.C. VERTICAL CURVE
INDEX TO PLANS
COVER SH EET
GEN ERAL N OTES
SITE PLAN
GRADING 8c EROSION CONTROL PLAN
UTILITY PLAN
STORM PLAN 8c PROFILES
MONTAVA IRRIGATION LATERAL
NON—POT SYSTEM MAP
NON—POT PLAN Bc PROFILES
CONSTRUCTION DETAILS
PUMP HOUSE BUILDING
VAU LT LAYOU T
STRUCTURAL PLANS
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0005_COVER
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INDEMNIFICATION STATEMENT
THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCEPT
ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR
ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE
REVIEW DOES NOT IMPLY THAT QUAN1111ES 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
LOCAL ENTITY FOR ADDI110NAL QUAN11T1ES OF ITEMS SHOWN THAT MAY
BE REQUIRED DURING THE CONSTRUCTION PHASE.
I HEREBY AFFIRM THAT THESE FINAL CONSTRUCTION PLANS WERE
PREPARED UNDER MY DIRECT SUPERVISION, IN ACCORDANCE WITH ALL
APPLICABLE CITY OF FORT COLLINS AND STATE OF COLORADO STANDARDS
AND STATUTES, RESPECTIVELY; AND THAT I AM FULLY RESPONSIBLE FOR
THE ACCURACY OF ALL DESIGN, REVISIONS, AND RECORD CONDITIONS
THAT I HAVE NOTED ON THESE PLANS.
JONATHAN F. SWEET, P.E.
APPROVED:
�■■;• _�
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
City Engineer,
Water & Wastewater Utility,
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED
NGVD 29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE
FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) _
NAVD88 DATUM - 3.18'
BASIS OF BEARING STATEMENT
THE NORTHERN LINE OF THE SOUTHEAST QUARTER OF SECTION
32, TOWNSHIP 8 NORTH, RANGE 68 WEST OF THE 6TH
PRINCIPAL MERIDIAN, BEING MONUMENTED AS SHOWN HEREON
IS ASSUMED TO BEAR N89'49'30"W A DISTANCE OF 2639.74'.
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APPROVED:
Stormwater Utility,
Park Planning and Development,
APPROVED:
Traffic Operations,
APPROVED:
Environmental Planner,
Approved Sheets Date TST, �NCi.
CONSULIING ENGINEERS
748 Whalers Way
� Suite 200 Fort Collins
Approved Sheets Date Colorado 80525
Phone: 970.226.0557
JOB N0.
Approved Sheets �ate 1230.0005.00
SCALE
N.T.S.
Approved Sheets
Approved Sheets
Approved Sheets
Date
Date
Date
DATE
JULY 2024
SHEET
1 of 37
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l�l �IERAL NOTEB
1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLJC IMPROVEMENTS SHALL MEET OR
EXCEED THE STANDARDS AND SPECIFlCAl10NS SET FORTH IN 1HE LARIMER COUNTY URBAN AREA
STREET STANDARDS AND APPLJCABLE STATE AND FEDERAL REGULAl10NS. WHERE THERE IS CONFIICT
BETWEEN THESE PLANS AND THE SPECIFlCATIONS, OR ANY APPLICABLE STANDARDS, THE MOST
RESTRICIIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED AND APPROVED BY 7HE LOCAL
ENTITY.
2. ALL REF�RENCES TO ANY PUBLJSHED STANDARDS SHALL REFER TO THE LA7EST REVISION OF SAID
STANDARD, UNLESS SPEqFlCALLY STATED OTHERWISE.
3. THESE PUBLJC IMPROVEMENT CONSTRUCTION PLANS SHALL 8E VALID FOR A PERIOD OF THREE YEARS
FROM THE DATE OF APPROVAL BY THE LOCAL EN11TY ENGINEER. USE OF THESE PLANS AFTER THE
IXPIRAl10N DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE LOCAL EN11TY PRIOR
TO COMMENCEMENT OF ANY WORK SHOWN IN 11iESE PLANS.
4. THE ENGINEER WHO HAS PREPARED THESE PLANS, BY EXECU110N AND/OR SEAL HEREOF, DOES
HEREBY AFFlRM RESPONSIBILJTY TO THE LOCAL EN11TY, AS BENEFlCIARY OF SAID ENGINEERS WORK,
FOR ANY ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY THE
LOCAL EN11TY ENGINEER SHALL NOT RELJEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL
SUCH RESPONSIBILJTY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINEER HEREBY AGREES TO
HOLD HARMLESS AND INDEMNIFY THE LOCAL EN11TY, AND ITS OFFICERS AND EMPLOYEES, FROM AND
AGAINST ALL LJABILJTIES, CLAIMS, AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND
OMISSIONS CONTAINED IN THESE PLANS.
5. ALL SANITARY SEWER, STORM SEWER, AND WATER LJNE CONSTRUC?ION, AS WELL AS POWER AND
OTHER `DRY" U1ILJTY INSTALLAl10NS, SHALL CONFORM TO THE LOCAL EN11TY STANDARDS AND
SPECIFlCATIONS CURRENT AT THE DATE OF APPROVAL OF THE PLANS BY THE LOCAL EN11TY ENGINEER.
6. THE TYPE, SIZE, LOCATION AND NUMBER OF ALL KNOWN UNDERGROUND UTILJTIES ARE
APPROXIMATE WHEN SHOWN ON THE DRAWINGS. IT SHALL BE THE RESPONSIBILJTY OF 11iE DEVELOPER
TO VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UT1LJ11ES ALONG THE ROUTE OF THE
WORK BEFORE COMMENCING NEW CONSTRUC110N. THE DEVELOPER SHALL BE RESPONSIBLE FOR
UNKNOWN UNDERGROUND UTILJIIES.
7. THE ENGINEER SHALL CONTACT THE UTILJTY NOIIFlCATION CENTER OF COLORADO (UNCC) AT
1-800-922-1987, AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE
ALL REGISTERED U?1LJTY LOCA?tONS MARKED. OTHER UNREGISTERED UTILJTY ENT111ES (I.E. DITCH /
IRRIGATION COMPANI� ARE TO BE LOCATED BY CONTACIING THE RESPECIIVE REPRESENTAl1VE. U1ILJTY
SERVICE LATERALS ARE ALSO TO BE LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE
RESPONSIBIIJTY OF THE DEVELOPER TO RELOCATE ALL DCISTING U?1LJTIES THAT CONFLJCT WITH THE
PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS.
8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECIING ALL U11LJT1ES DURING CONSTRUCTION AND
FOR COORDINAl1NG WITH THE APPROPRIATE U1ILJTY COMPANY FOR ANY UTILITY CROSSINGS REQUIRED.
9. IF A CONFLJCT IXISTS BETWEEN EXIS11NG AND PROPOSED U11LJT1ES AND/OR A DESIGN
MODIFlCATION IS REQUIRED� THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE
DESIGN. DESIGN MODIFlCAl10N(S) MUST BE APPROVED BY THE LOCAL ENTITY PRIOR TO BEGINNING
CONSTRUCTION.
10. THE DEVELOPER SHALL COORDINATE AND COOPERATE WITH THE LOCAL ENTITY, AND ALL UTILITY
COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPLISHED IN A 11MELY FASHION AND WITH
A MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACTING, IN
ADVANCE, ALL PARTIES AFFECTED BY ANY DISRUP110N OF ANY UTILJTY SERVICE AS WELL AS THE U1ILJTY
COMPANIES.
11. NO WORK MAY COMMENCE WITHIN ANY PUBLJC STORM WATER, SANITARY SEWER OR POTABLE
WATER SYSTEM UNT1L THE DEVELOPER NOTIFlES THE UTILJTY PROVIDER. NOIIFlCATION SHALL BE A
MINIMUM OF 2 WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCRE110N OF THE
WATER UTILJTY PROVIDER, A PRE-CONSTRUC110N MEETING MAY BE REQUIRED PRIOR TO
COMMENCEMENT OF ANY WORK.
12. THE DEVELOPER SHALL SEQUENCE INSTALLAl10N OF UTILJTIES IN SUCH A MANNER AS TO MINIMIZE
POTENTIAL UTILITY CONFlJCTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE
CONSTRUCTED PRIOR TO INSTALLA?lON OF THE WATER L1NES AND DRY UTILJTIES.
13. THE MINIMUM COVER OVER WATER LJNES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEET
UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER U1ILITY.
14. A STATE CONSTRUC110N DEWATERING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF
DEWATERING IS REQUIRED IN ORDER TO INSTALL UTILJTIES OR WATER IS DISCHARGED INTO A STORM
SEWER, CHANNEL, IRRIGAl10N DITCH OR ANY WATERS OF THE UNITED STATES.
15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR
STORM WATER DISCHARGE (CONTACT COLORADO DEPARTMENT OF HEALTH, WATER QUAUTY CONTROL
DIVISION, (303) 692-3590), THE STORM WA7ER MANAGEMENT PLAN, AND THE EROSION CONTROL
PLAN.
16. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE
FACILJTIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FACIIJTIES SHALL BE
THE RESPONSIBILJTY OF THE PROPERTY OWNER(S).
17. PRIOR TO FlNAL INSPECTION AND ACCEPTANCE BY THE LOCAL ENTITY, CERTIFlCA?lON OF THE
DRAINAGE FAGLJTIES, BY A REGISTERED ENGINEER, MUST BE SUBMITTED TO AND APPROVED BY THE
STORMWATER U11UTY DEPARTMENT. CERTIFlCAl10N SHALL BE SUBMITTED TO THE STORMWATER U1ILJTY
DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERIIFlCATE OF OCCUPANCY FOR SINGLE
FAMILY UNITS. FOR COMMERGAL PROPERTIES, CERT1FlCAl10N SHALL BE SUBMITTED TO THE
STORMWATER U1ILJTY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUILDING
PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO CERT1FlCAl10N PER THE DEVELOPMENT AGREEMENT.
18. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN 1}iIS
DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULTING FROM GROUNDWATER FLOODING,
STRUCTURAL DAMAGE OR OTHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED
AS A RESULT OF 11iE LOCAL EN11TY FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWA7ER, AND/OR
STORM DRAINAGE FAqLI11ES IN THE DEVELOPMENT.
19. ALL RECOMMENDA110NS OF T1iE FlNA� DRAINAGE AND EROSION CONTROL STUDY "MONTAVA PHASE E OFFSITE
STORM INFRASTRUCTURE" BY MARTIN/MAR11N CONSULIING ENGINEERS SHALL BE FOLLOWED AND IMPLEMENTED.
20. lEMPORARY EROSION CONTROL DURING CONSTRUCTION SHALL BE PROVIDED AS SHOWN ON THE
EROSION CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY
THE DEVELOPER, UN11L SUCH T1ME AS THE EN11RE DISTURBED AREAS IS STABILIZED WITH HARD SURFACE
OR LANDSCAPING.
21. THE DEVELOPER SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED
ONTO THE EXISTING PUBLJC STREET SYS'fEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS
BY AN APPROPRIATE MECHANICAL METHOD (I.E. MACHINE BROOM SWEEP, LJGHT DUTY FRONT-END
LOADER, ETC.) OR AS APPROVED BY THE LOCAL EN11TY STREET INSPECTOR.
22. NO WORK MAY COMMENCE WITHIN ANY IMPROVED OR UNIMPROVED PUBLJC RIGHT-OF-WAY
UN11L A RIGHT-OF-WAY PERMIT OR DEVELOPMENT CONSTRUCTION PERMIT IS OBTAINED, IF
APPLJCABLE.
23. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL
APPLJCABLE AGENGES PRIOR TO COMMENCEMENT OF CONSTRUC110N. THE DEVELOPER SHALL NO11FY
THE LOCAL ENTITY ENGINEERING INSPECTOR (FORT COWNS - 221-6605) AND THE LOCAL EN11TY
EROSION CONTROL INSPECTOR (FORT COWNS -221-6700) AT LEAST 2 WORKING DAYS PRIOR TO THE
START OF ANY EARTH DISTURBING ACIIVITY, OR CONSTRUC110N ON ANY AND ALL PUBLIC IMPROVEMENTS.
IF THE LOCAL EN11TY ENGINEER IS NOT AVAILABLE AFiER PROPER NOTICE OF CONSTRUC110N ACIIVITY
HAS BEEN PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEER ABSENCE.
HOWEVER, THE LOCAL ENTITY RESERVES THE RIGHT NOT TO ACCEPT THE IMPROVEMENT IF SUBSEQUENT
TESIING REVEALS AN IMPROPER INSTALLA710N.
24. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLJC RIGHT OF-WAY AFTER
RIGHT OF WAY GRADING AND ALL U1ILJTY TRENCH WORK IS COMPLETE AND PRIOR TO THE
PLACEMENT OF CURB, GUTTER, SIDEWALK AND PAVEMENT. IF THE FlNAL SOILS/PAVEMENT DESIGN
REPORT DOES NOT CORRESPOND WITH THE RESULTS OF THE ORIGINAL GEOTECHNICAL REPORT, THE
DEVELOPER SHALL BE RESPONSIBLE FOR A RE-DESIGN OF THE SUBJECT PAVEMENT SECTION OR, THE
DEVELOPER MAY USE THE LOCAL ENTITYS DEFAULT PAVEMENT THICKNESS SECTION(S). REGARDLESS
OF THE OPT10N USED, ALL FlNAL SOILS/PAVEMENT DESIGN REPORTS SHALL BE PREPARED BY A LJCENSED
PROFESSIONAL ENGINEER. THE FlNAL REPORT SHALL BE SUBMITTED TO THE INSPECTOR A MINIMUM OF
10 WORKING DAYS PRIOR TO PLACEMENT OF BASE AND ASPHALT. PLACEMENT OF CURB, GUTTER,
SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UNT1L THE LOCAL EN11TY ENGINEER APPROVES THE
FlNAL REPORT.
25. THE CONTRACTOR SHALL HIRE A LJCENSED ENGINEER OR LAND SURVEYOR TO SURVEY THE
CONSTRUCTED ELEVATIONS OF THE STREET SUBGRADE AND THE GUTTER FLOWLJNE AT ALL INTERSEC110NS,
INLETS� AND OTHER LOCATIONS REQUESTED BY THE LOCAL EN11TY INSPECTOR. THE ENGINEER OR
SURVEYOR MUST CERTIFY IN A LETTER TO THE LOCAL EN11TY THAT THESE ELEVAl10NS CONFORM TO THE
APPROVED PLANS AND SPECIFlCATIONS. ANY DEVIA710NS SHALL BE NOTED IN THE LETTER AND THEN
RESOLVED WITH THE LOCAL EN11TY BEFORE INSTALLAl10N OF BASE COURSE OR ASPHALT WILL BE
ALLOWED ON THE STREETS.
26. ALL U1ILJTY INSTALLAl10NS WITHIN OR ACROSS THE ROADBED OF NEW RESIDENTIAL ROADS MUST BE
COMPLETED PRIOR TO THE FlNAL STAGES OF ROAD CONSTRUC110N. FOR THE PURPOSES OF THESE
STANDARDS. ANY WORK EXCEPT C/G ABOVE THE SUBGRADE IS CONSIDERED FlNAL STAGE WORK. ALL
SERVICE LINES MUST BE STUBBED TO THE PROPERTY LJNES AND MARKED SO AS TO REDUCE THE
EXCAVAl10N NECESSARY FOR BUILDING CONNEC110NS.
27. PORTIONS OF LARIMER COUNTY ARE WITHIN OVERLAY DISTRICTS. THE LARIMER COUNTY
FLOODPLAIN RESOLUTION SHOULD BE REFERRED TO FOR ADDITIONAL CRITERIA FOR ROADS WITHIN THESE
DISTRICTS.
28. ALL ROAD CONSTRUC110N IN AREAS DESIGNATED AS WILD FlRE HAZARD AREAS SHALL BE DONE IN
ACCORDANCE WITH THE CONSTRUCTION CRITERIA AS ESTABLISHED IN THE WILD FlRE HAZARD AREA
MI7IGATION REGULAl10NS IN FORCE AT 7HE 11ME OF FlNAL PLAT APPROVAL.
29. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUC110N, THE CONTRACTOR SHALL CONTACT THE LOCAL
EN11TY FORESTER TO SCHEDULE A SITE INSPEC110N FOR ANY 1REE REMOVAL REQUIRING A PERMIT.
30. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED
T0, EXCAVAl10N, TRENCHING, SHORING, TRAFFIC CONTROL, AND SECURITY. REFER TO OSHA
PUBLJCAl10N 2226, EXCAVAl1NG AND TRENCHING.
31. THE DEVELOPER SHALL SUBMIT A CONSTRUC110N TRAFFlC CONTROL PLAN, IN ACCORDANCE WITH
MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY. (LOCAL EN11TY, COUNTY OR STATE), FOR
APPROVAL, PRIOR TO ANY CONSTRUCTION ACTIVIIIES WITHIN, OR AFFECIING, THE RIGHT-OF-WAY. THE
DEVELOPER SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFlC CONTROL DEVICES AS MAY BE
REQUIRED BY THE CONSTRUCTION AC11VI11ES.
32. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUC110N THAT WILL AFFECT TRAFFlC SIGNS OF ANY
TYPE, THE CONTRACTOR SHALL CONTACT LOCAL EN11TY TRAFFlC OPERATIONS DEPARTMENT, WHO WILL
TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER, IF THE
CONTRACTOR MOVES THE TRAFFlC SIGN THEN THE CONTRACTOR WILL BE CHARGED FOR THE LABOR,
MATERIALS AND EQUIPMENT TO REINSTALL THE SIGN AS NEEDED.
33. THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR THE INITIAL INSTALLAl10N OF TRAFFlC SIGNING
AND STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENTS LOCAL STREET OPERATIONS.IN
ADDITION, THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFlC SIGNING AND STRIPING RELATED
TO DIRECIING TRAFFIC ACCESS TO AND FROM THE DEVELOPMENT.
34. THERE SHALL BE NO SITE CONSTRUC110N AC11VI11ES ON SATURDAYS, UNLESS SPECIFlCALLY
APPROVED BY THE LOCAL EN11TY ENGINEER, AND NO SITE CONSTRUC110N ACT1VI11ES ON SUNDAYS OR
HOLJDAYS, UNLESS THERE IS PRIOR WRITIEN APPROVAL BY THE LOCAL ENTITY.
35. THE DEVELOPER IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE
COMPLETION OF THE INTENDED IMPROVEMENTS, SHOWN ON THESE DRAWINGS, OR DESIGNATED TO BE
PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS SPECIFlCALLY NOTED OTHERWISE.
36. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF
PER11NENT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFlCAl10N, AND ANNOTATE
THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS.
37. THE DEVELOPER SHALL HAVE, ONSITE AT ALL T1MES, ONE (1) SIGNED COPY OF THE APPROVED
PLANS, ONE (1) COPY OF THE APPROPRIATE STANDARDS AND SPECIFlCATIONS, AND A COPY OF ANY
PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB.
38. IF, DURING THE CONSTRUC?lON PROCESS, CONDI110NS ARE ENCOUNTERED WHICH COULD INDICATE A
SITUAl10N 1}1AT IS NOT IDENTIFlED IN THE PLANS OR SPECIFlCAl10NS, THE DEVELOPER SHALL CONTACT
THE DESIGNER AND THE LOCAL ENTITY ENGINEER IMMEDIATELY.
39. THE DEVELOPER SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMAl10N ON A SET OF
RECORD DRAWINGS KEPT ON THE CONSTRUC110N SITE, AND AVAILABLE TO THE LOCAL ENIITYS
INSPECTOR AT ALL 11MES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD
DRAWINGS TO THE LOCAL EN11TY ENGINEER.
40. THE DESIGNER SHALL PROVIDE, IN THIS LOCATION ON THE PLAN, THE LOCAl10N AND DESCRIPTION
OF THE NEAREST SURVEY BENCHMARKS (2) FOR THE PROJECT AS WELL AS THE BASIS OF BEARINGS. THE
INFORMAl10N SHALL BE AS FOLLOWS:
BENCHMARKS-LOCAL EN11TY SURVEY.
PROJECT DATUM: NAVD88
BENCHMARK #1: CfIY OF FORT COWNS VERTICAL CONTROL 36-01. A 3�" BRASS CAPPED MONUMENT IN OLD
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'
BENCHMARK #2: CIIY OF FORT COWNS VERTICAL CONTROL 34-01. A 2" ALUMINUM DISK ON THE EAST END OF A
HEADWALL OVER AN IRRIGATION DRCH THAT IS APPROXIMATELY 110 FEET NORTH OF RICHARDS LAKE ROAD AND 200
FEEf EAST OF THOREAU DRNE.
ELEVATION: 5026.59'
PLEASE NOTE: THIS PLAN SEf IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED
NGVD 29 UNADJUSTED DATUM (PRIOR CIIY OF FORT COWNS DATUM) FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COWNS DATUM) IS REQUIRED FOR ANY PURPOSE, THE
FOLLOWING EQUAl10N SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CIIY OF FORT COWNS DATUM) _
NAVD88 DATUM - 3.18'
41. ALL STATIONING IS BASED ON CENTERLJNE OF ROADWAYS UNLESS OTHERWISE NOTED.
42. DAMAGED CURB, GUTTER AND SIDEWALK IXISTING PRIOR TO CONSTRUC110N, AS WELL AS EXISIING
FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTERS, LANDSCAPING, STRUCTURES, AND
IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUC110N OF THIS PROJECT, SHALL
BE REPLACED OR RESTORED IN LJKE KIND AT THE DEVELOPERS DCPENSE, UNLESS OTHERWISE
INDICATED ON THESE PLANS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR
TO THE ISSUANCE OF 7HE FlRST CERIIFlCAIE OF OCCUPANCY.
43. WHEN AN EXISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION
EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDI110N SHALL BE
DOCUMENTED BY THE LOCAL EN11TY CONSTRUC110N INSPECTOR BEFORE ANY CUTS ARE MADE.
PATCHING SHALL BE DONE IN ACCORDANCE WITH THE LOCAL ENTITY STREET REPAIR STANDARDS. THE
FlNISHED PATCH SHALL BLEND IN SMOOTHLY INTO 7HE DCISTING SURFACE. ALL LARGE PATCHES SHALL BE
PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREETS WHERE MORE THAN ONE CUT IS MADE, AN
OVERLAY OF THE ENTIRE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE
DE7ERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY ENGINEER
AND/OR THE LOCAL ENTITY INSPECTOR AT THE 11ME THE CUTS ARE MADE.
44. UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDI110N
EQUAL T0, OR BETTER THAN, THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND
CONDITION AS REQUIRED BY THESE PLANS.
45. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL 'T"
INTERSECTIONS.
46. AFTER ACCEPTANCE BY THE LOCAL ENTITY, PUBLJC IMPROVEMENTS DEPICTED IN THESE PLANS
SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A MINIMUM
PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTANCE.
47. THE LOCAL EN?1TY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND
APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE
FOLLOWING PRIVATE STREETS: N/A
48. APPROVED VARIANCES ARE LJSTED AS FOLLOWS: N/A
� STANDARD �RADINO AND ER0810N AND BEDIMENT OONTROL NOTES
1. THE EROSION CONTROL INSPECTOR MUST BE NOIIFlED AT LEAST TWENTY-FOUR (24) HOURS
PRIOR TO ANY CONSTRUCTION ON THIS SITE.
2. THERE SHALL BE NO EARTH-DISTURBING ACTIVIN OUTSIDE THE LJMITS DESIGNATED ON THE
ACCEPTED PLANS.
3. ALL REQUIRED PERIMETER SILT AND CONSTRUC110N FENqNG SHALL BE INSTALLED PRIOR TO
ANY LAND DISTURBING ACTIVITY (STOCKPILJNG, STRIPPING, GRADING, ETC). ALL OTHER
REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE 11ME IN THE
CONSTRUC110N SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUC110N
PWNS, AND EROSION CONTROL REPORT.
4. AT ALL T1MES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR
PREVENIING AND CONTROWNG ON-SITE EROSION INCLUDING KEEPING THE PROPERTY
SUFFlCIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVE�OPER SHALL
ALSO BE RESPONSIBLE FOR INSTAWNG AND MAINTAINING ALL EROSION CONTROL FACILJIIES
SHOWN HEREIN.
5. PRE-DISTURBANCE VEGETAl10N SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE.
REMOVAL OR DISTURBANCE OF EXISTING VEGETAl10N SHALL BE LJMITED TO THE AREA(S)
REQUIRED FOR IMMEDIATE CONSTRUC110N OPERAl10NS, AND FOR THE SHORTEST PRACTICAL
PERIOD OF 11ME.
6. ALL SOILS EXPOSED DURING LAND DISTURBING ACIIVITY (STRIPPING, GRADING, UTILITY
INSTALLATIONS, STOCKPILING, FlWNG, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY
RIPPING OR DISKING ALONG LAND CONTOURS UN11L MULCH, VEGETATION, OR OTHER PERMANENT
EROSION CONTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF-WAY SHALL
REMAIN EXPOSED BY LAND DISTURBING ACIIVITY FOR MORE THAN THIRTY (30)
DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING,
ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE qTY OF FT COWNS.
7. IN ORDER TO MINIMIZE EROSION POTENIIAL, ALL TEMPORARY (STRUCTURAL) EROSION
CONTROL MEASURES SHALL:
a. BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER
EACH SIGNIFlCANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE
THE CONIINUED PERFORMANCE OF THEIR
INTENDED FUNCTION.
b. REMAIN IN PLACE UNT1L SUCH 11ME AS ALL THE SURROUNDING DISTURBED
AREAS ARE SUFFICIENTLY STABILJZED AS DETERMINED BY THE EROSION
CONTROL INSPECTOR.
c. BE REMOVED AFTER THE SITE HAS BEEN SUFFlCIENTLY STABILIZED AS
DETERMINED BY THE EROSION CONTROL INSPECTOR.
8. WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE
RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL
DRAINAGE INFRASTRUCTURE AND OTHER PUBLJC FACILJTIES.
9. THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUC110N MATERIALS
INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLJC RIGHTS OF
WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END OF EACH WORKING DAY
10. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES� SHALL BE
REMOVED AND DISPOSED OF IN A MANNER AND LOCAl10N SO AS NOT TO CAUSE THEIR RELEASE
INTO ANY WATERS OF THE UNITED STATES.
11. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL
BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND
PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFIER THIRTY (30) DAYS SHALL BE
SEEDED AND MULCHED.
12. THE STORMWATER VOLUME CAPACITY OF DETEN110N PONDS WILL BE RESTORED AND
STORM SEWER LINES WILL BE CLEANED UPON COMPLE110N OF THE PROJECT AND BEFORE
TURNING THE MAINTENANCE OVER TO THE CITY OF FT COWNS OR HOMEOWNERS ASSOCIATION
(HOA).
13. CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM CDPS RE UIREMENTS
i )
Q
MAKE IT UNLAWF1JL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR
CONTAMINATED WATER FROM CONSTRUC110N SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED
TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS� OIL AND GAS
PRODUCTS, LJTTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL 11MES TAKE WHATEVER
MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF
POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLJCABLE LOCAL, STATE, AND
FEDERAL REGULATIONS.
14. A DESIGNATED AREA SHALL BE PROVIDED ON SIIE FOR CONCRETE TRUCK CHUTE WASHOUT.
THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT
LEAST FlFTY (50) FEET AWAY FROM ANY WATERWAY DURING CONSTRUCTION. UPON
COMPLETION OF CONSTRUCTION ACTIVIIIES THE CONCRETE WASHOUT MATERIAL WILL BE
REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED.
15. TO ENSURE 1NAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF
THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND MAINTAINED UNT1L THE LOTS ARE
SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION CONTROL
INSPECTOR, (FT COWNS GMA & CITY LJMITS ONLI�.
(A.) BELOW ALL GUTTER DOWNSPOUTS.
(B.) OUT TO DRAINAGE SWALES.
(C.) ALONG LOT PERIMETER.
(D.) OTHER LOCAl10NS, IF NEEDED.
16. CONDI110NS IN THE FlELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS
SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED
NECESSARY, AS DIRECTED BY THE CITY OF FT COWNS.
17. A VEHICLE TRACKING CONTROL PAD SHALL BE INSTALLED WHENEVER IT IS NECESSARY FOR
CONSTRUCTION EQUIPMENT INCLUDING BUT NOT LIMITED TO PERSONAL VEHICLES EXITING EXIS?1NG
ROADWAYS. NO EARTHEN MATERIALS, I.E., STONE, DIRT, ETC., SHALL BE PLACED IN THE CURB & GUTTER
OR ROADWAY AS A RAMP TO ACCESS TEMPORARY STOCKPILE(S), STAGING AREA(S), CONSTRUC110N
MATERIAL(S), CONCRETE WASHOUT AREA(S) AND/OR BUILDING SITE(S).
� STREET IMPFiOVEMENTS NORE8
1. ALL STREET CONSTRUCTION IS SUBJECT TO THE GENERAL NOTES ON THE COVER SHEET OF THESE PLANS AS WELL
AS THE STREET IMPROVEMENTS NOTES LISTED HERE.
2. A PAVING SECTION DESIGN, SIGNED AND STAMPED BY A COLORADO LJCENSED ENGINEER, MUST BE SUBMITTED TO
THE LOCAL EN11TY ENGINEER FOR APPROVAL, PRIOR TO ANY STREET CONSTRUC110N ACTIVITY, (FULL DEPTH
ASPHALT SEC110NS ARE NOT PERMITTED AT A DEPTH GREATER THAN 8 INCHES OF ASPHAL�. THE JOB MIX SHALL
BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT.
3. WHERE PROPOSED PAVING ADJOINS DCISTING ASPHALT, THE DCISTING ASPHALT SHALL BE SAW CUT, A MINIMUM
DISTANCE OF 12 INCHES FROM THE EXISIING EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE DEVELOPER
SHALL BE REQUIRED TO REMOVE EXISIING PAVEMENT TO A DISTANCE WHERE A CLEAN CONSTRUCTION JOINT CAN
BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED UNLESS APPROVED BY THE LOCAL EN11TY ENGINEER IN FORT
COWNS.
4. STREET SUBGRADES SHALL BE SCARIFlED THE TOP 12 INCHES AND RE-COMPACTED PRIOR TO SUBBASE
INSTALLATION. NO BASE MATERIAL SHALL BE LAID UN11L THE SUBGRADE HAS BEEN INSPECTED AND APPROVED BY
THE LOCAL ENTITY ENGINEER.
5. VALVE BOXES AND MANHOLES ARE TO BE BROUGHT UP TO GRADE AT THE T1ME OF PAVEMENT PLACEMENT OR
OVERLAY. VALVE BOX ADJUSIING RINGS ARE NOT ALLOWED.
6. WHEN AN DCISTING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED TO A CONDITION EQUAL TO
OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISIING STREET CONDITION SHALL BE DOCUMENTED BY THE
INSPECTOR BEFORE ANY CUTS ARE MADE. CUTIING AND PATCHING SHALL BE DONE IN CONFORMANCE WITH
CHAPTER 25, RECONSTRUC110N AND REPAIR. THE FlNISHED PATCH SHALL BLEND SMOOTHLY INTO THE DCISTING
SURFACE. THE DETERMINATION OF NEED FOR A COMPLETE OVERLAY SHALL BE MADE BY 11iE LOCAL EN11TY
ENGINEER. ALL OVERLAY WORK SHALL BE COORDINATED WITH ADJACENT LANDOWNERS SUCH THAT FUTURE
PROJECTS DO NOT CUT THE NEW ASPHALT OVERLAY WORK.
7. ALL TRAFFlC CONTROL DEVICES SHALL BE IN CONFORMANCE WITH THESE PLANS OR AS OTHERWISE SPECIFlED IN
M.U.T.C.D. (INCLUDING COLORADO SUPPLEMEN� AND AS PER THE RIGHT-OF-WAY WORK PERMIT TRAFFlC CONTROL
PLAN.
S. THE DEVELOPER IS REQUIRED TO PERFORM A GUTTER WATER FLOW TEST IN THE PRESENCE OF THE LOCAL ENTITY
INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTERS THAT HOLD MORE THAN � INCH DEEP OR 5 FEET
LONGITUDINALLY, OF WATER, SHALL BE COMPLETELY REMOVED AND RECONSTRUCTED TO DRAIN PROPERLY.
9. PRIOR TO PLACEMENT OF H.B.P. OR CONCRETE WITHIN THE STREET AND AFTER MOISTURE/DENSITY TESTS HAVE
BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH SEC110N IS PROPOSED) OR ON THE SUBGRADE
AND BASE MATERIAL (WHEN A COMPOSITE SECTION IS PROPOSED), A MECHANICAL "PROOF ROLL" WILL BE
REQUIRED. THE ENTIRE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED VEHICLE
HAVING A TOTAL GVW OF NOT LESS THAN 50,000 LBS. AND A SINGLE AXLE WEIGHT OF AT LEAST 18,000 LBS.
WITH PNEUMATIC T1RES INFLATED TO NOT LESS THAT 90 P.S.I.G. 'PROOF ROLL" VEHICIES SHALL NOT TRAVE� AT
SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS EXCESSIVE
PUMPING OR DEFORMAl10N, AS DETERMINED BY THE LOCAL ENTITY ENGINEER, SHALL BE REWORKED, REPLACED OR
OTHERWISE MODIFlED TO FORM A SMOOTH, NON-YIELDING SURFACE. THE LOCAL EN11TY ENGINEER SHALL BE
NOIIFlED AT LEAST 24 HOURS PRIOR TO THE 'PROOF ROLL." ALL 'PROOF ROLLS" SHALL BE PREFORMED IN THE
PRESENCE OF AN INSPECTOR.
Q TRAFFIC 81aNIN� AND PAVEMENT MARIaNO NOTES
1. ALL SIGNAGE AND MARKING IS SUBJECT TO 1HE GENERAL NOTES ON THE COVER SHEET
OF THESE PLANS, AS WELL AS THE TRAFFlC SIGNING AND MARKING CONSTRUC110N
NOTES LISTED HERE.
2. ALL SYMBOLS, INCLUDING ARROWS, ONLYS, CROSSWALKS, STOP BARS, ETC. SHALL
BE PRE-FORMED THERMO-PLASIIC.
3. ALL SIGNAGE SHALL BE PER LOCAL ENTITY STANDARDS AND THESE PLANS OR AS
OTHERWISE SPECIFlED IN MUTCD.
LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACIFA AUGUST 1, 2021 PAGE E-2-5
ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CIN OF FORT COWNS
4. ALL LANE LJNES FOR ASPHALT PAVEMENT SHALL RECEIVE 7W0 COATS OF LATEX PAINT
WITH GLASS BEADS.
5. ALL LANE LJNES SHALL BE LA'iEX PAINT.
6. PRIOR TO PERMANENT INSTALLAl10N OF TRAFF�C STRIPING AND SYMBOLS, THE
DEVELOPER SHALL PLACE TEMPORARY TABS OR TAPE DEPICIING ALJGNMENT AND
PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE APPROVED BY THE LOCAL
EN11TY ENGINEER PRIOR TO PERMANENT INSTALLATION OF STRIPING AND SYMBOLS.
7. PRE-FORMED THERMO-PLASTIC APPLJCAl10NS SHALL BE AS SPECIFlED IN THESE PLANS
AND/OR 1NESE STANDARDS.
8. LATEX PAINT APPIJCAl10NS SHALL BE APPLJED AS SPECIFlED IN CDOT STANDARD
SPECIFlCAl10NS FOR ROAD AND BRIDGE CONSTRUCTION.
9. ALL SURFACES SHALL BE THOROUGHLY CLEANED PRIOR TO INSTALLATION OF STRIPING OR
MARKINGS.
10. ALL SIGN POSTS SHALL U111JZE BREAK-AWAY ASSEMBLIES AND FASTENERS PER THE
STANDARDS.
11. A FlELD INSPECTION OF LOCATION AND INSTALLAl10N OF ALL SIGNS SHALL BE
PERFORMED BY THE LOCAL EN11TY ENGINEER. ALL DISCREPANCIES IDENTIFlED
DURING THE FlELD INSPEC110N MUST BE CORRECTED BEFORE THE 2-YEAR WARRANTY
PERIOD WILL BEGIN.
12. THE DEVELOPER INSTAWNG SIGNS SHALL BE RESPONSIBLE FOR LOCAl1NG AND
PROTECTING ALL UNDERGROUND U?1LJTIES.
13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCATION TO ENSURE AN UNOBSTRUCTED VIEW
OF EACH SIGN.
14. SIGNAGE AND STRIPING HAS BEEN DETERMINED BY INFORMAl10N AVAILABLE AT THE
T1ME OF REVIEW. PRIOR TO INI11A110N OF THE WARRANTY PERIOD, THE LOCAL EN?1TY
ENGINEER RESERVES THE RIGHT TO REQUIRE ADDI110NAL SIGNAGE AND/OR STRIPING IF
THE LOCAL ENTITY ENGINEER DEIERMINES THAT AN UNFORESEEN CONDITION
WARRANTS SUCH SIGNAGE ACCORDING TO THE MUTCD OR THE CDOT M AND S
STANDARDS. ALL SIGNAGE AND STRIPING SHALL FALL UNDER THE REQUIREMENTS OF THE
2-YEAR WARRANTY PERIOD FOR NEW CONSTRUCTION (EXCEPT FAIR WEAR ON TRAFFlC
MARKINGS).
15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER
TO CHAPTER 14, TRAFFlC CONTROL DEVICES, FOR ADDI?tONAL DETAIL
16. CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL ANCHORS, POSTS, SIGNS AND/OR
DELJNEATORS IN CONSTRUCTION AREA. CONTRACTOR MAY KEEP THE SIGNS, OR CALL
THE CITY TRAFFlC DIVISION TO HAVE THEM REMOVED.
17. NO `RESET" ANCHORS, POSTS, SIGNS� AND/OR DELJNEATORS WILL BE ACCEPTED.
18. ALL ANCHORS POSTS SIGNS AND OR DELINEATORS SHALL BE NEW AND BE CONSISTENT
WITH THE LCUASS CRITERIA. � /
LARIMER COUNTY URBAN AREA STREET STANDARDS REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-6
ADOPTED BY LARIMER COUNTY, CITY OF LOVELAND, CITY OF FORT COWNS
E
1. THE CITY OF FORT COWNS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF
STORM DRAINAGE FACILJTIES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF
ONSITE DRAINAGE FAqLJ11ES SHALL BE THE RESPONSIBILITY OF THE PROPERTY
OWNER(S).
2. ALL RECOMMENDAl10NS OF THE FlNAL DRAINAGE AND EROSION CONTROL S1UDY "MONTAVA PHASE E OFFSITE
STORM INFRASTRUCTURE" BY MAR11N/MARTIN CONSULIING ENGINEERS SHALL BE FOLLOWED
AND IMPLEMENTED.
3. PRIOR TO FlNAL INSPEC110N AND ACCEPTANCE BY THE CITY OF FORT COWNS�
CERTIFlCATION OF THE DRAINAGE FACILJ?IES, BY A REGISTERED ENGINEER, MUST BY
SUBMITTED TO AND APPROVED BY THE STORMWATER U1ILJTY DEPARTMENT.
CERI1FlCAl10N SHALL BE SUBMITTED TO THE STORMWATER U1ILJTY DEPARTMENT AT
LEAST TWO WEEKS PRIOR TO THE RELEASE OF A CERIIFlCATE OF OCCUPANCY FOR SINGLE
FAMILY UNITS. FOR COMMERCIAL PROPERIIES, CERIIFlCATION SHALL BY SUBMITTED
TO THE STORMWATER UTILITY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE
RELEASE OF ANY BUILDING PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO
CERI1FlCAl10N PER THE DEVELOPMENT AGREEMENT.
4. SEE CITY OF FORT COWNS STORMWATER CRITERIA MANUAL -APPENDIX F
CONSTRUC110N CONTROL MEASURES STANDARD NOTES AND STANDARD EROSION
CONTROL NOTES.
F. WATERLJNE NOTE
1. THE MINIMUM COVER OVER WATER IJNES IS 4.5 FEET AND THE MAXIMUM COVER IS
5.5 FEET UNLESS OTHERWISE NOTED IN THE PLANS AND APPROVED BY THE WATER
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748 Whalers Way
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Colorado 80525
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JOB N0.
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DATE
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SHEET
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SEE SH EET 5
POND CROSS SECTION
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�I I I NORMAL HIGH WATER LEVEL = 4998.75 / FOR 4" BACKWASH LINE :�� ... 3.3s � � i� PROPOSED FLOW ARROW � � S�ON L E�
III I 100-YR WATER SURFACE LEVEL = 5001.00 / ��` ` \ '�°�' A
II I I ` IRRIGATION STORAGE VOLUME = 53 AC-FT / , \�� � FINISHED GRADE ELEVATION X 5o2s.�s
��III I STORMWATER DETEN110N VOLUME = 9 AC-FT / '� '
I�II I I TOTAL 3-DAY IRRIGATION DRAW DOWN = 10.35 AC-FT � ooti�°�'��:� �4',:.. Q �� PROPOSED STORM LINE W/MANHOLE
-I � I TOTAL POND DEPTH SPILLWAY TO INTAKE AREA = 19.50 FEET h`' oo� ��:'`; :: �
� � e C � I F �:�'�' � ' �� a ;, � �, � : � � i � , � PROPOSED RIPRAP PAD �
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II I � / STORM FES AND RIPRAP PAD, SEE PHASE D � NOTES � �
I-� I� I ( I PLANS FOR MORE DETAIL. ROCK WALL
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' III I I OQ o PENETRATION DESIGN TO BE COORDWATED � � 1. ALL AREAS DISTURBED BY CONSTRUC110N SHALL BE Z
�� �I I WITH STRUCTURAL ENGINEER. �
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1 I� I I I I PROP. 18" RCP & AREA INLET / O SHEET FOR RECOMMENDED SEED MIX. �
��� � � / I OUTLET STRUCTURE TO BE �i 2. POND SHALL BE LINED WITH A MINIMUM 3' OF COMPACTED � �
I� I I I INSTALLED IN ROCK WALL, SEE CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH
II I J � I � DETAIL SHEET 22 � Z
OF 10 MIL.
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II I ��-= I l I l � 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE �
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�
��I� t PROP. TYPE L, 4 X3 RIPRAP PAD �,O DETEN110N SPILLWAY EXPLORAl10N REPORT MONTAVA DEVELOPMENT -TRACT Z O
�III I � � ELEV. = 5001.50' E- DETENTION POND EVALUAl10N OF GROUNDWATER AND �
I I � SEE SHEET 22 FOR DETAILS -- '� SUBSURFACE CONDITIONS , EARTH ENGINEERING O W
/ , CONSULTANTS, LLC, DECEMBER 6, 2022 Z
��-� II I � / SF o .
��� I � RP O
I � / / 4. INIIIAL BMP'S: Q O�
1_ � � I I 4995.00
% �
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/ • STABILIZED STAGING AREA (INCLUDES SOLID AND � �
I�� II I � SANITARY WASTE DISPOSAL AREAS FUELING AND
�1 � / � � , Q
� III I � � PROP. TYPE VL RIP OQ � CONSTRUC110N WATER FILLING AREAS, AND LOCAl10N OF � Z
� II .. RAP RUNDOWN SPILL CLEAN UP KITS �
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� I I I I , ROAD O a
II I I �
�"I I I � - � THESE AND ANY OTHER CONTROLS DEEMED � �
II I I „ ��' NECESSARY BY THE CONTRACTOR ARE INTENDED TO
I� I �. � ,,o° q c�
/ BE INSTALLED BEFORE THE MAJORITY OF
I� I I I I �� I \ I ' CONSTRUCTION BEGINS.
�� I� I �'�`�;::; , ;�;� `" I SEE MONTAVA
� fi I � .... ,�
� I II I � � I - 1 ��, PAHSE D PLANS 5. INTERIM AND FINAL BMP'S:
I �.:::.
: ; ...., .
I�I I I I � \ p0 / GRADING D SAGN
�I II I , AFTER THE INIT1AL FILLING AND GRADING OF THE
�Ioll I �'o � %!' `� SF � / I SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS
�I I I I �Op I �� .' �= ` :�, � . �_ ��,'� PLAN THE TEMPORARY EROSION PREVEN110N
��oI I \ I CONTR �MPORARY SEEDING
o . /
�n II I I 1 � \ O � -MULCHING
���N� � � I � � �'� _SURFACE ROUGHENING
o o I 1 ���.� NATIVE SEED - TYPE 2 RECOMMENDATIONS ADDI110NAL SILT FENCE
�� o �
I � I � � I � `�^ � / SCIENTIFIC NAME COMMON NAME PLS I Ib. * Recommd. PLS PLS / ft 2% of Seeds TI-{ESE MUST BE INSTALLED WITHIN 30 DAYS OF
�III I I O� \� �` / �\ / Ibs / Acre in Mix COMPLETED GRADING OPERAl10NS.
I I I � \ � ���'� � � � Sorghastrum nutans Indian grass 170,000 0.80 3.1 4.50%
o � � Sporobolus cryptandrus Sand dropseetl 5,200,000 0.05 6.0 8.7% REFER TO THE SWMP REPORT FOR A DETAILED
� I � � DESCRIPTION OF BEST MANAGEMENT PRACIICES. TST, INC.
I� '�i I �� � / Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2% CONSULTING ENGINEERS
II / �
�
I����I I � C� � \ � �\ Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0% � 748 Wholers Way
I I � O \ QQ / o IT IS THE CONTRACTOR S RESPONSIBIUIY TO READ suite 20o Fort Collins
� I I \ � \ �, \\ Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6/o AND IMPLEMENT THE SWMP PLAN. THESE EROSION co�orado so525
II I I � Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0% CONTROL PLANS PROVIDE A PLACE FOR THE Phone: 970.226.0557
��I � � �
� I I CONTRACTOR TO DOCUMENT THE IMPLEMENTATION OF JOB N0.
I I II ` � \ Total 9.95 68.8
EAST EDGE OF / THE PLAN AND DO NOT NECESSARILY SHOW ALL OF 1230.0005.00
� �I II 1 75' DITCH ROW � 0� � / 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 1MLL BE NEEDED DURING SCALE
� Code of the City of Fort Collins. This mix is based on 69 seeds/ft2 and is only calculated for one acre; contractor is CONSTRUC110N. THESE PLANS NEED TO BE 1"= 30'
II I I \ � CO � \ responsible for calculating the appropriate seed amounts to purchase. This entire mix may be drill seeded to a depth of 114 UPDATED, BY THE CONTRACTOR, 11�iR0UGH0UT
� II o
� � �
� to 1/2 inch deep. If hydroseeding occurs, seed must not be mixed with a mulch for application. They must be applied in CONSTRUC110N. DA� JULY 2024
I�� �' I I I \ `` \ LOD LOD LOD LOD � // two passes: first pass seed, second pass mulch.
� � � � * P�S - Pure �ive 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 �f 37
rate should be raised to 1.5 times when using two passes.
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SEE SH EET 4
NATIVE SEED - TYPE 2 REcoMMEN�aTioNs
SCIENTIFIC NAME COMMON NAME PLS / Ib. * Recommd. PLS PLS / ft Z% of Seeds
Ibs I Acre in Mix
Sorghastrum nutans Intlian grass 170,000 0.80 3.1 4.50°
Sporobolus cryptandrus Sand dropseed 5,200,000 0.05 6.0 8.7°
Sporobolus airoides Alkali sacaton 1,758,000 0.60 24.2 35.2°
Distichilis stricta Inland saltgrass 520,000 1.50 17.9 26.0°
Elymus elymoides Bottlebrush squirreltail 192,000 4.00 17.6 25.6°
Pascopyrum smithii Western Wheatgrass 110,000 3.00 7.6 11.0°
Total 9.95 68.8
Note: All materials furnished shall be free of Colorado State Noxious Weeds as tlefined in Article III, Section 21-40 of the
Code of the City of Fort Collins. This mix is based on 69 seedslft2 and is only calculated for one acre; contractor is
responsible for calculating the appropriate seed amounts to purchase. This entire mix may be drill seeded to a depth of 1/4
to 1/2 inch deep. If hydroseeding occurs, seed must not be mixed with a mulch for application. They must be applied in
two passes: first pass seed, secontl pass mulch.
* PLS = Pure Live Seed.
*` The 10 Ib/ac mix is designed for drill seeding of grasses and forbs. If broadcast and harrow methods are
used for grass seed distribution, the rate should be doubled. When hydroseeding methods are to be used, the
rate should be raisetl to 1.5 times when using two passes.
150 0 150 300
$C4�2 � n=� �J�� f@@t
LEGEND
EXISIING 5' CONTOUR � �5925� �
EXISIING 1' CONTOUR � f592� � �
EXISIING RIGHT-OF-WAY - -
EXISIING STORM DRAIN
EXISIING EASEMENT ---------
PROPOSED EASEMENT - -
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PROPOSED CENTERLINE
PROPOSED 1' CONTOUR �5921 ��
PROPOSED 5' CONTOUR �5925��
PROPOSED FLOW ARROW �
FINISHED GRADE ELEVAl10N X 5o2s.�s
PROPOSED STORM LINE W/MANHOLE
PROPOSED RIPRAP PAD �
PROPOSED SWALE � � • � • • • • •
INLET PROTEC110N �P ❑� �
SEDIMENT CONTROL LOG sc� �
CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL �Tc
SILT FENCE sF -a�
RIP RAP RP �
NOTES
1. ALL AREAS DISTURBED BY CONSTRUC110N SHALL BE
SEEDED. SEE "NATIVE SEED-TYPE 2" TABLE ON THIS
SHEET FOR RECOMMENDED SEED MIX.
2. POND SHALL BE LINED WITH A MINIMUM 3' OF COMPACTED
CLAY OVER A SYNTHETIC LINER HAVING A MINIMUM WIDTH
OF 10 MIL.
3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE
WITH RECOMMENDAl10N MADE IN "THE SUBSURFACE
EXPLORATION REPORT MONTAVA DEVELOPMENT -TRACT
E- DETENTION POND EVALUAl10N OF GROUNDWATER AND
SUBSURFACE CONDITIONS", EARTH ENGINEERING
CONSULTANTS, LLC, DECEMBER 6, 2022
4. INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND
SANITARY WASTE DISPOSAL AREAS, FUELING AND
CONSTRUC110N WATER FILLING AREAS, AND LOCAl10N OF
SPILL CLEAN UP KITS)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE
ROAD
THESE AND ANY OTHER CONTROLS DEEMED
NECESSARY BY THE CONTRACTOR ARE INTENDED TO
BE INSTALLED BEFORE THE MAJORITY OF
CONSTRUCTION BEGINS.
5. INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FILLING AND GRADING OF THE
SITE, THE CONTRACTOR SHALL ALSO MARK ON THIS
PLAN THE TEMPORARY EROSION PREVENTION
CONTROLS SUCH AS:
-TEMPORARY SEEDING
-MULCHING
-SURFACE ROUGHENING
-ADDITIONAL SILT FENCE
THESE MUST BE INSTALLED WITHIN 30 DAYS OF
COMPLETED GRADING OPERAl10NS.
REFER TO THE SWMP REPORT FOR A DETAILED
DESCRIP110N OF BEST MANAGEMENT PRACTICES.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO READ
AND IMPLEMENT THE SWMP PLAN. THESE EROSION
CONTROL PLANS PROVIDE A PLACE FOR THE
CONTRACTOR TO DOCUMENT THE IMPLEMENTAl10N OF
THE PLAN AND DO NOT NECESSARILY SHOW ALL OF
THE BMPS THAT WILL BE NEEDED DURING
CONSTRUC110N. THESE PLANS NEED TO BE
UPDATED, BY THE CONTRACTOR, THROUGHOUT
CONSTRUCTION.
EROSION CONTROL BLANKETS SHALL BE USED ON
ALL SLOPES GREATER THAN 3:1. PROPEX LANDLOK
CS2, OR APPROVED EQUAL, SHALL BE USED.
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE 1 " = 150'
DATE
JULY 2024
SHEET
5of37
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MONTAVA SUBDIVISION
PHASE D TRACT SS
PROP. POND HIGH
WATER ELEVAl10N
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PROP. ROCK WALL WITH 6.0' WIDTH OF ,
CLASS 18 RIPRAP OVER NON—WOVEN �''�
GEO—TEXTILE FABRIC, SEE SHEET 21 �1�
SAND AND OIL INTERCEPTOR.
SEE DETAIL ON SHEET 20 ��
PROP. PUMP SKIDS. SEE DETAIL SHEET 20 �t���
,;
PROP. 4" SCHEDULE 80 PVC PUMP SKID ,�� -
FILTER BACKWASH LINE. SEE DETAIL SHEET 20
PROP. TRAFFIC BOLLARDS,
SEE DETAIL SHEET 23
PROP. 36" BUTTERFLY VALVE & 8' MANHOLE �
_�
PROP. 36� INTAKE PIPE. SEE SHEET 20 � =�` �
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f:�1'�'�'.7_���:�f�yil:i�����I�ill��:l���Z��
ROCK BERM TO PROTECT INTAKE, SEE DETAIL SHEET 20
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FOR SCADA SYSTEM, SEE DETAIL SHEET 21
PROP. IRRIGAl10N DISCHARGE PROP. 4" SCHEDULE 80
PIPE FOR EXISTING WELLS PVC PUMP SUC110N
/� INV. OUT= 4995.00' SCREEN BACKWASH LINE
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PROP. IRRIGAl10N DISCHARGE
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�\\�` '� ��� � METER VAULT. SEE SHEET 24 FOR METER VAULT DETAILS
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PROP. OUTLET STRUCTURE, "� � � � � ���' � � � i \� �
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COUNTRY CLUB ROAD
KEY MAP
N.T.S.
NOTES
1. ANY U11LI11ES NEAR CONSTRUCTION ACIIVITY NEED
TO BE VERIFIED HORIZONTALLY AND VERIICALLY BY
THE CONTRACTOR PRIOR TO CONSTRUCTION.
2. ALL PRESSURIZED IRRIGAl10N 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 STAl10N 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
IRRIGATION LINE AND ALL OTHER EXISTING U11LIT1ES.
7. ALL IRRIGAl10N LINES SHALL BE CONSTRUCTED TO
THE SAME STANDARDS AND SPECIFICAl10NS AS THE
CITY OF FORT COLLINS WATERLINES.
8. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST
CURRENT CITY OF FORT COLLINS CONSTRUCTION
SPECIFICAl10NS.
9. REFER TO SHEET 18 FOR IRRIGATION LINE LAYOUT
FOR THE EXISTING WELLS.
10. REFER TO SHEETS 11-17 FOR MONTAVA IRRIGATION
LATERAL PLAN & PROFILES.
50 � 50 100
scale 1 "=50' feet
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE 1 " = 50�
DATE
JULY 2024
SHEET
6 of 37
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NOTES
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PIKOMETER PM-450-2400, SEE
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2. WSSC CONNECTION GATE: RUBICON
PIKOMETER PM-450-2400, SEE
DETAIL SHEET 23
3. NPIC CONNECTION GATE: RUBICON
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STA. 17+26.78 � � "
, �e i � �
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� JUNCTION STRUCTURE ''� � � 11.25' BEND W�MRJ & TB � �° � � � ,,, �, �
I ��oa STA. 12+37.74 \ — � � \ � \ �
; ,
' �� STA. 18+27.95 +� �
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� � ��� � — � J �� � 11.25' BEND W/MRJ & TB � � �9X° � \
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E TO EX. 18" IRR. PIPE ��
5120 5120
MONTAVA IRRIGATION LATERAL
5115 5115
MATCH INV. OF PIPE TO DITCH BOTTOM
� PROPOSED FROM STA. 17+26.78-19+62.97
GRADE
5110 5110
EXISTING
_GRADE
_— _ — — — � `
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5105 �_ - - - - - - - -� HGL HGL NGL - -
i ___ - 101.16 L.F. 79.41 L.F. 55.61 L.F. 5105
_ __ _ — 112.02 L.F. S=0.58%
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 `� �
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9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00
E. COUNTY ROAD 58
E. DWGLAS ROAD
rc
RICHARDS LAKE ROAD
COUNIRY q.UB ROAD
MWNTAIN VISTA DRIVE �
KEY MAP
N.T.S.
NOTES
1. ALL HDPE PIPE AND RCP SHALL BE
WATERIIGHT AT MANHOLES AND
JOINTS.
2. WSSC CONNECTION GATE: RUBICON
PIKOMETER PM-450-2400, SEE
DETAIL SHEET 23
3. NPIC CONNECTION GATE: RUBICON
PIKOMETER PM-450-1400, SEE
DETAIL SHEET 23
— � '\ �
50 � 50 100
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VERT: 1 "=5'
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
H:1 "=50'; V:1 "=5'
DATE
JULY 2024
SHEET
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METERING DEVISE
MONTAVA IRRIGATION
MAIN — WEST
MONTAVA IRRIGATION
MAIN — EAST
MONTAVA IRRIGATION
MAIN — FARM
MONTAVA WELL
SUPPLY LINE
ALBERTSON WELLS N0. 10-12
(WITH METERING VAULT)
PORTNER: WELLS N0. 1& 2
(WITH METERING VAULT)
KLUVER PS: WELL N0. 2
(WITH METERING VAULT)
BACHMAYER WELLS N0. 4& 5
(WITH METERING VAULT)
FITZSIMONS WELLS N0. 1& 2
(WITH METERING VAULT)
KLUVER PS 1: WELLS N0. 1& 2
(WITH METERING VAULT)
KLUVER PS 5: WELLS N0. 1& 2
(WITH METERING VAULT)
KLUVER WELL
(WITH METERING VAULT)
Non—Pot Irrigation Pond
FC PARK
PSD SCHOOL
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WELL DECREE RADIUS
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE 1 " = 500�
DATE
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SHEET
18of37
1-18"X18"
W/ 36"X18" REDU
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YARDNEY CW3buu = ` ' '� �� �,' I STA. 11+57.501 I - �
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PROP. 24" BUTTERFLY VALVE & PLUG FOR FUTURE �' ;� -,,.o' ID��
SHARED WET WELL WITH PARKS DEPARTMENT ii ii �
PROP. WET WELL FOR FUTURE `L— _— --- J� a
PARKS DEPARTMENT PUMP STAl10N � , ,;:��. `,` � o p
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5022
INTAKE-01
5019 5019
5016 5016
5013 PUMP HOUSE BUILDING 5013
5010 PUMP SKID S�� 0
5007 5007
5004 PUMP HOUSE 5004
FINISHED FLOOR = 5003.50'
PROPOSED
GRADE
5001 100 YR WSEL = 5001.00' 5001
EXISTING
GRADE
4998 NON—POT HIGH WATER LEVEL = 4998.75' 4998
4995 4995
WET WELL
(6.0'W X 15.0'L X
2�.so'�) 4992
4992
4989 4989
LOW WSEL = 4986.67'
---- ------ ------ ------
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101.97 L. F. 55.53 L. F.
S=0.00% S=0.00�
36" PVC 36" PVC
4983 4983
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/ / //
PROP. 5.0' SOFT SURFACE TRAIL—REFER
TO PHASE D PLAN SET FOR DETAIL
,:. - �: :,
- WET WELL INTAKE
5022
LF 8" PVC
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PHASES (INCLUDING PSD) — —
FER11GA110N ROOM
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OUTLET-01
5019 5019
5016 5016
5013 PUMP HOUSE BUILDING 5013
PUMP SKID
5010 5010
5007 5007
5004 PROPOSED 5004
GRADE
PUMP HOUSE
FINISHED FLOOR = 5003.50'
5001 N Z—PIPE 5001
__ o_ _ ___ _
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EXISTING � �
GRADE C
4998 � 4998
18" OUTLET PIPE (PVC)
4995 4995
18" OUTLET PIPE (PVC)
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WET WELL
(6.0'W X 15.0'L X 21.5' D)
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CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
H: 1'=30'; V:1'=3'
DATE
JULY 2024
SHEET
19of37
CONCRETE SUPPOF
PIPE SEE STRI
29(S2)
RAW WATER INTAKE SCREEP
SEE DETAIL TO THE RIG
�
100-YR WSEL = 5001.00'
NON-POT HIGH WATER LEVEL = 4998.75'
1 DAY DRAW DOWN = 4997.83'
2 DAY DRAW DOWN = 4996.92'
3 DAY DRAW DOWN = 4996.00'
LOW WSEL = 4986.67'
NORMAL BOTTOM OF POND ELEV = 4987.00'��
ROCK BERM TO PROTECT INTAKE�
PIPE, SEE DETAIL BELOW
BOTTOM OF POND ELEV = 4982.00'
PLAN VIEW DETAI�
TRAFFIC BOLLARDS (X2)
4" SCHEDULE 80 PVC PUMP SKID
FILTER BACKWASH LINE
0.5% MINIMUM SLOPE
4:1 PROPOSED RESERVOIR SLOPE
4" SCHEDULE 80 PVC PUMP
SUCTION SCREEN BACKWASH LINE
4.75' STACKED STONE WALL.
SEE DETAIL SHEET 21 8.00'
MH
4:1 PROPOSED RESERVOIR SLOPE-, �
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13.00'
154.00'
36" BUTTERFLY VALVE W/ CLAM SHELL
ROMAC AND TURNING VALVE STEM RISER
WITH WHEEL FOR ABOVE GROUND ACCESS
ZRIGATION LINE FOR PARKS DEPARTMENT
OIL INTERCEPTOR, SEE SHEET 21 FOR DETAIL
VARIABLE SPEED VERTICAL TURBINE PUMPS
► STUB FOR FUTURE PSD CONNECTION
ED ROOM FOR FERTIGATION SYSTEM
PIPE SLOPES THROUGH THE BUILDING SLAB TO
' DEPTH AND OUTLET BENEATH THE BUILDING
TION (SEE CROSS SECTION A-A FOR DETAILS)
PERSONNEL DOOR
FERTIGATION ROOM
CONTROL CABINET
A/C UNIT
ROOF HATCH FOR PUMP
MAINTENANCE
PERSONNEL DOOR
4 • • a . ' a
e
. 'a . • . . �.. a . e
FUTURE PARKS DEPARTMENT PUMP HOUSE
BUILDING. (DESIGNED BY OTHERS)
WET WELL COVER TO PROTECT
I
-------------------------------- AGAINST WEATHERING, SEE
ACCESS HATCH, RAILING AND LADDER, SEE STRUCTURAL PLANS SHEET 33(S6)
STRUCTURAL PLANS SHEET 33(S6) FOR DETAILS i
i PARKS DEPARTMENT WET WELL
--------------------------- ---- �j
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Z-PIPE CONNECTION TO 18" �
OUTLET PIPE
100-YR WSEL = 5001.00'
HIGH WSEL = 4998.75'
1 DAY DRAW DOWN = 4997.83'
2 DAY DRAW DOWN = 4996.92'
3 DAY DRAW DOWN = 4996.00'
LOW WSEL = 4986.67'
I FUTURE IRRIGATION LINE FOR PARKS DEPARTMENT
36" PVC INTAKE PIPE
INVERT ELEV = 4983.67'
18" OUTLET PIPE
14" Z-PIPE, SEE DETAIL TO THE RIGHT
14"� PIPE PENETRATION THROUGH FLOOR
AIR RELEASE BALL VALVE
REMOVEABLE ROOF OPENING ABOVE PUMP SKID
PUMP SKID
PERSONNEL DOOR
100-YR WSEL = 5001.00'
NON-POT HIGH WATER LEVEL = 4998.75'
` 1 DAY DRAW DOWN = 4997.83'
o�.w i� 2 DAY DRAW DOWN = 4996.92'
N:: 3 DAY DRAW DOWN = 4996.00'
�
. ., _. �r
�. � �'
LOW WSEL = 4986.67'
CR OSS- SECT ON A- A, WET WELL AN D I N TAK E D ETAI L
18" MECHANICAL JOINT
CONNECl10N — Z—PIPE
14"X14" Z—�IPE W/14"X18" CONNECTION
..
0
YARDNEY CW3500 INLET SCREEN
1-1/2" FLUSH INTAKE
��
8' �11"Qs
1'-7"
—�----- ---- --
�---------- ----- --
0 ��_�»
7'-4" i
,4•
POND BOTTOM = 4982.00'
ROCK BERM PROTECTION FOR INTAKE P PE
Z
NORMAL POND BOTTOM = 4987.00'
2.00'
o ���
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o'. � � a e : �
8 � .. d ' , � •' . . ��. d - .
4.75' 25' OF 24" INTAKE PIPE
DIMENSIONS FOR BOTH WET WELLS
(6.0'X15.0'X21.5'), SEE STRUCTURAL PLANS -
SHEETS 29-31(S2-S4) FOR DETAILS
ADD LADDER RUNGS TO PARKS
� . DEPARTMENT WET WELL WALL
o d.
e d
a • a
CROSS-SECTION B-B DETAI�
36"X18" REDUCER
18"X18" TEE
1.25' LENGTH SECTION 18" PIPE CONNECTING
PUMP SCREEN TO 18"X18" TEE (X2)
MINIMUM 3' RADIUS
BETWEEN PUMP SCREENS
YARDNEY CW3500 CLEARWATER� '7•50'' i3.00'
SELF-CLEANING SUCTION SCREENS (X2)
24" INTAKE PIPE & PLUG FOR
PARKS DEPARTMENT WET WELL
24" BUTTERFLY VALVE
CONCRETE SUPPORTS, SEE STRUCTURAL
PLANS SHEETS 29(S2) & 32(S5) FOR
DETAILS
RAW WATER INTAKE DETAIL
��,_0„
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14"X14" Z—PIPE W 14"X18" CONNEC110N
DRAWN BY: MJH DATE: 9 19 20 iLE:
CHECKm BY:--- DATE: 00 00 0 MONTAVA NON POT PUMP STATOIN
7HIS DRAN7NG AND DESIGN, IS 7HE �-7C-100X5/7.SSTV-480-3-4888-175
PROPERTY OF WAlER7RONICS AND IS
NOT TO BE REPRODUCED IN WHOIF OR �wqTERTRONICS
PART, NOR E]APLOYED FOR ANY
PURPOSE
___ ___ OTHER THAN SPEqFlCALLY PFRMITiED SCALE: NTS SHEET 4 OF 4 SHEETS
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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
20 of 37
13. 00'
Ground Surface
(Slope Varies)
Large setback gravity retaining wall blocks with
93/e inch (230mm) setback (shown) or optional
165/8 inch (422mm) filled trough planter blocks.
Armor stone as specified by local
Professional Engineer to be placed
on non-woven geotextile fabric
Water Surface
(Elevation Vanes)
DRAWN BV:
APPROVEDBY:
DATE:
SHEET:
\ 41" (1030 mm
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41" (7030 mm)
41"(1030 mm)
41"(1030 mm)
�� I 41" (1030 mm)
— — � �
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� to extend at least 12"
� behind wall
(Final depth below and behind
� wall to be determined by local
� Professional Engineer based on
, site specifc conditions)
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Professional Engineer to meet
u-� I ' site specific requirements
� �
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Blocks to extend below long term scour
depth determined by local Professional
Engineer based on site specific conditions
NOTES:
• Both 9%8" (230mm) and 165/8" (422mm) (with filled trough) setback blocks could be considered for seawall applications
• Use ASTM No. 57 stone (or as specified by local Professional Engineer) to infill between blocks.
• Maximum wall height charts are not provided for walls in water applications due to the variety of site-specific variables.
Contact your local Professional Engineer for specific details and final design.
• Walls may require geogrid reinforcement. Refer to final engineering plans.
SEAWALL WITH LARGE SETBAC�K BLOCKS - CONCEPTUAL SECTION
JRJ
JRJ
23MAR2016
1 of 1
orcement as Keqwrea
ite Specific Design
I I� {I I � Footing Size and
I II II I Dimensions per Site
�u Specific Design
OPTIONAL CONCRETE FOOTING
(NO SCALE)
TITLE:
Conceptual Seawall Detail RED��O���
Large Setback Blocks 05481US31SOUTH,CHARLEVOIX,MI49720
FILE�. (866) 222-8400 ea13010 • enginearing@redbrock.com
2 Conceptual Seawall Detail - Large Setback 032316.dwg www.redi-rock.wm
24 IN, DIA MIN, 3 IN, ��
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SECTI�N VIEW
N❑TES�
1, ALL PIPE AND FITTINGS T❑ BE CAST IR❑N,
MINIMUM 3 INCH DIAMETER,
2 SEC❑NDARY C�MPARTMENT HAS V❑LUME EQUAL
T❑ 1/3 �F T❑TAL CAPACITY, WATER DIMENSIONS
3, WALLS AND B❑TTOM REINF❑RCED THR❑UGH❑UT WITH CAPACITY TWO C❑MPARTMENT TANK
2 X 16 6/10 REMESH, CAPPR❑X) (INCHES)
4, C�VERS T❑ BE REINF❑RCED L❑NGITUDINALLY WITH N❑, 6 GALL❑NS A B C D E F
REBAR ❑N 6 IN, CENTERS, N0, 4 REBAR ❑N 6 IN, CENTERS 320 48 7z 22 30 44 24
WIDTHWISE, AND N�. 8 REBAR DIAG❑NALLY AR❑UND
ACCESS H�LES. 500 48 72 36 46 44 58
5, CLEAN ❑UT SHALL BE IR�N B❑DY FERRULE, 780 48 96 40 46 62 20
6, VENT PIPE SHALL BE CAST IR❑N T❑ A P❑INT 6 INCHES 1060 72 102 34 42 56 30
AB❑VE GR❑UND.
7, CHECK WITH SUPPLIER F�R EXACT DIMENIONS,
TYPE A SAND & OIL INTERCEPTOR
Cityof SEWER CONSTRUCTION APPROVED:
F'��� �O��I�`� DETAILS DATE: 02/05/04
DRAWN BY: NBJ
DETAIL
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CONCRETE
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THE GAUGE SHALL BE CONSTRUCTED OF PRESSURE TREATED
SQUARE POSTS MEASURING 6"x8" WITH BOTH 8" SIDES ROUTED
WITH 6" NUMBERS AND GAUGING MARKS. THE ROUTED MARKINGS
AND NUMBERS SHALL BE PAINTED WITH WHITE WATERPROOF
PAINT. THE POST SHALL BE ONE FOOT TALLER THAN THE
MAXIMUM DEPTH OF THE POND. THE POST SHAL� BE EMBEDDED
IN CONCRETE WITH A DIMENSION OF 16"x14"x3' IN DEPTH. THE
GAUGE SHALL BE PLACED NEAR THE DEEPEST AREA OF THE POND,
AND SHALL BE POSITIONED SO THAT IT CAN BE READ FROM THE
NEAREST POINT OF PUBLIC ACCESS. THE PONDING DEPTH SHALL
BE REFERENCED TO THE DEEPEST POINT OF THE POND.
DETENTION POND DEPTH GAUGE
N.T.S.
DETENTION POND DEPTH GAUGE
CITY OF
�� . FORT COLI.INS STORMWATER APPROVED:
�,��� C�l�ns UTILITIES DATE: 2/18/05
� `, Fox�r coia.u�rs, co. CONSTRUCTION DETAILS
(a7o) 22i-e7oo DRAWN BY: TDC
EX.
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I N V OU T= 5026. 07
• �t.�.� .. .
SECTION 6-6
Three � Precast Transformer Pad (75 -1000 kVA)
1�. 50
DETAIL
D-31
EX.
6
10"
�2 Ton (minimum) P-52 Swift
� Lift Anchors Galvanized
4-3/4" (4x)
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6" I � — - �
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(2) Add'I #
rebar each
side of
opening
#6 rebar 12" O.C.E.W. centered in pad (showing general layout)
� 6�� �
1/2" Glass Reinforced Insert
(4x)
Use P-51 Swift Lift Lifting Eye •
----------- - ----------- 6� -
Front of pad
Pulling angles to remain within range of 90°-120° as shown
When lifting, personnel shall always utilize all four (4) lifting eyes
MATERIAL REQUIREMENTS
• Dimensions Shall be 84"x73"x6"
• Concrete shall have a minimum fire rating of 3 hours as well as moderate to exceptional sulfate resistance
• Type III Concrete with 3/4" aggregate and minimum compressive strength of 4,500 psi
• Reinforcing #6 rebar steel shall have a minimum steel strength of 60,000 psi (Grade 60)
• To assure proper quality control and supervision, concrete pads shall be produced at a National Precast Concrete Association
(NPCA) certified manufacturing plant. The manufacturer shall comply with the requirements set by the NPCA's Qualiry Control
Manual for Precast Concrete Plants.
INSTALLATION & CONSTRUCTION REQUIREMENTS
Space requirements for transformer pads will generaly be 9' x 12'. Factors to be considered in locating the pad include the following.
• ACCESSIBILITY - The transformer pad shall be accessible to line boom trucks equipped for the installation and removal of
heavy transformers. Such accessibility shall not require intrusion on adjacent property.
• PROXIMITY OF BUILDINGS, WALLS, BARRIERS, AND/OR OVERHANGS -
In addition to the clearances required for installation and removal of transformers, the
minimum clearance in front of the transformer pad shall be eight (8) feet and the
minimum clearance from all other sides shall be three (3) feet for 750 kVA transformers p�t ^_,,.� Material
and four (4) feet for 1000 kVA transformers. If the building has an overhang, clearance ��� Specification
to the edge of the transformer pad shall be measured horizontally from the outer edge Light 8 Power
of the overhang.
Date: 03/0512019 Rev No: 07
• CODES AND STANDARDS - In addition to the above, the installation shall Update By: K Coldsnow Appr: •-• -
conform to the current National Electric Code (NEC) as well as current federal, precast Three � Transformer Pad Design:
state, and local standards as outlined in Fort Collins' Electric Service Standards (ESS). �5-�00o kvn
Specification No: 368-400 Serial No: 02 /
S E CT I O N A-A
EX.
r�
SPLITTER STRUCTURE NOTES:
- SPL TTER STRUCTURE TO HAVE GALVANIZED GRATE
O VE R TH E TO P
GRATE SHALL HAVE A HATCH OPENING AND STEPS
FOR ACCESS
D MENS ONS SHOWN ARE INSIDE OF STRUCTURE
- METERS/GATES: 2 EA - RUBICON P KOMETER SHOWN
(MODEL PM-450-1800)
SPLITTER STRUCTURE DETAIL
(SEE STRUCTURAL PLANS SHEETS 36-37(S7-S8))
TRENCH WIDTH AS SPECIFIED
IN SECTION 02221
BEDDING ZONE
GRANULAR MATERIAL
��n�r �n�nr.�r
INITIAL LIFT *
12 IN. MIN.
PIPE O.D.
�
4 IN. MIN.
# INITIAL LIFT SHALL NOT EXCEED 2 FEET IN DEPTH.
NOTE:
GRANULAR BEDDING MATERIAL SHALL BE A MINIMUM OF 4 INCHES BELOW
BOTTOM OF PIPE AND A MINIMUM OF 12 INCHES ABOVE TOP OF PIPE.
C1TY OF FORT COLI.INS '' Tcr�.e ae nrsn�rrc
���.y}��^ UTILITIES - IYATER I y►�ATER MAIN BEDDING
1 ` �.►V���ns' FIELD OPERATIONS I
/�ry� P.O. BOX 580 REQUIREMENTS (DIP & PVC)
, ` FORT COLLINS, C0. 80550
(970) 221-6700
3X3
ACCESS
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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
21 of 37
14"
16"
I�
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SECTION C-C "" " "" - `"'L". "
FIBERGLASS
SEPARATION CYLINDER
AND INLET
TOP SLAB ACCESS
(SEE FRAME AND
COVER DETAIL)
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MANHOLE STRUCTURE
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NOT TO SCALE
CONTRACTOR TO GROUT TO
FINISHED GRADE
GRADE
RINGS/RISERS
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CDS3035-6-C STANDARD CONFIGURATION IS SHOWN.
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FRAME AND COVER
(DIAMETER VARIES)
NOT TO SCALE
SITE SPECIFIC
DATA REQUIREMENTS
STRUCTUREID
WATER QUALITY FLOW RATE (CFS OR Us) '
PEAK FLOW RATE (CFS OR L/s) `
RETURN PERIOD OF PEAK FLOW (YRS) '
SCREEN APERTURE (2400 OR 4700) *
PIPE DATA: I.E. MATERIAL DIAMETER
INLET PIPE 1 ' * '
INLET PIPE 2 ' * *
OUTLET PIPE * ' *
RIM ELEVATION *
ANTI-FLOTATION BALLAST WIDTH HEIGHT
NOTES/SPECIAL REQUIREMENTS:
" PER ENGINEER OF RECORD
BAR PLACED MIDWAY
BETWEEN TOP AND
BOTTOM BAR
GENERALNOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED
SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com
3. CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING.
CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.
4. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', AND GROUNDWATER ELEVATION AT, OR BELOW,
THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET
AASHTO M306 AND BE CAST WITH THE CONTECH LOGO..
5. IF REQUIRED, PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS
NECESSARY DURING MAINTENANCE CLEANING.
6. CDS STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN METHOD.
INSTALLATION NOTES
A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE
SPECIFIED BY ENGINEER OF RECORD.
B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE.
C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.
D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE
CENTERLINES TO MATCH PIPE OPENING CENTERLINES.
E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS
SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.
�
6 IN
1 12 N. MIN.
� a�
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AROUND
PIPE��'�
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28 1/4 IN.
16 1/4 IN.
� -�
INLET GRAiES ` �
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INLET AND '
CONDUIT i
t
SLOPE FOR —
DRAINAGE -`
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-�--�--�
IN. 14 IN.
SECTION A—A
GENERAL NOTES:
1. AREA INLETS MAY BE USED FOR
DRAINAGEWAY OTHER THAN STREETS.
(EXAMP�E, PARKING LOTS, MEDIANDS,
SUMP BASINS)
�
0.12 GRATE AND FRAME BY
aCLEAR OR APPROVED EQUAL.
PLAN VIEW
35 3/4 IN.
6 IN. 23 3/4 IN.
3 IN. CIR. O.F. ONCRETE
2 IN. CIR L.F. • #4 BAR� p�pE O.D. �
3 IN. CIR. O.F.
r-3 IN. `' 2 IN. CIR LF.
�4 O 12 IN. CIR.
�CTRS. (TYP.) � • LAPN � � #4 m 12 IN.
' crHs. (rvP.)
CONCRETE PIPE T
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SPACING � h ° —� °I
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6 IN. TYPICAL WALLS
AND F100R
SECTION B—B
AREA INLET
�� CI'I'Y OF APPROVED:
^w' . FORT COLLINS STORMWATER
/„r',,�0 II� �..VI�InS FORT cIo�rirssco. CONSTRUCTION DETAILS DATE: 12/8/00
(970) zzi-a7oo DRAWN BY: NBJ
DETAIL
D-9A
#4 STIRRUP AT
24" SPACING
SECTION A—A
N TS
— #5 LONG
ZRUP AT
AC'IN(�
8.3»
CUT ROCK WALL TO FIT
18" OUTLET PIPE
X Y M N 0 P S ELEV 1 ELEV 2 ELEV 3
NON—POT POND 160' 4.00' 3' 0.50' 1.00' 4.00' 4 5001.50' 5002.00' 5002.50'
SPI LLWAY DETAI LS
*THIS AREA INLET DETAIL REQUIRES AN OUTLET PLATE ON THE
PIPE, WHICH CAN BE SEEN IN SECTION A—A TO THE RIGHT.
DUE TO OUTLET PLATE ADDITION, THIS DETAIL MAY BE
SLIGHTLY MODIFIED*
TOP OF GRATE = 4998.75' (NORMAL HIGH WATER LEVEL)
�
INV. OUT= 4996.25'
RIPRAP PAD FOR EROSION
PROTECTION, SEE DETAIL SHEET 25
SECTION 6-B
�" GALVANIZED STEEL
INV. OUT= -����.��
S E CT I O N A-A
FORT COLLINS AREA INLET
OUTLET STRUCTURE
OUTLET PLATE
CUSTOM 5'x5' JUNCTION
VAULT WITH FLOW
MEASURING DEVICE
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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
22 of 37
24" SPACING SPILLWAY CONCRETE WEIR DETAIL
N TS
NON-POT POND OUTLET DETAIL
N.T.S.
24 IN. RING AND COVER - 400 LB.
DENVER HEAVY BY MACLEAR DRAINAGE CRITERIA MANUAL (V. 2) HYDRAULIC STRUCTURES �'� � -��
OR APPROVED EQUAL = �
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a � s '' SonarayT"' flow measurement technology �
� CONCRETE ADJUSTMENT SHIM Each PikoMeter installation includes a robust pedestal that :�f�• (n o
GROUTED INSIDE AND OUT L provides power and control to the gate and is a secure, The PikoMeter employs Rubicon's Sonaray cross-path w
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24 IN. � � The PikoMeter is an integrated canal turnout gate and meter that enables you to transducers across five planes send and receive
remotely deliver precisely-measured quantities of water. � The pedestal also serves as a local user interface. A keypad ultrasonic pulses to determine velocity by measuring
� _ i, I:s i - and LCD display are located under the lockable lid, allowing �
Users can order their water online or over the phone, and the PikoMeter will automatically / � the transit time taken for the pulses to travel
ASTM C-478 open and close at the right time to deliver the water. The PikoMeter's control gate authorized users to monitor, or operators to control and �� ��
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� o � MANHOLE -- W OT D W no installation problems or incompatibilities, it simply works. 4� ���-'
a RUNGS 12" O.C. -� Low maintenance � �
w � Plus the option of integrated ultrasonic water level measurement enables the meter to m
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GROUT SHIPLAP JOINT can open and close the gate, read the meter, check historical data and monitor real-time not drift or re uire eriodic recalibration to maintain accurac RFB
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SEE NOTE ASTM C-478 • Built-in on-site diagnostic software and remote alerts y� JFS
� MANHOLE SECTIONS • Control and meter components easily accessible for visual DESIGNED
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18 IN. MAX �_ system proven over many years in thousands of devices.
� . - see note granular Type 2 A TCCT"' produCt • Sonaray`"" Flow measurement accuracy of ±2.5%' The drive is a wire cable and drum mechanism that provides �
1 FT. - � � b0ddlrig • Solar-charged battery system positive drive in both the raise and lower directions.
H OT D d � W.S. The PikoMeter is one of the products making up a modular family of precision hardware
2 IN. ' GROUT BASE TO CONE i y and software called TCC (Total Channel Control"").TCC is an advanced technology set • Compact, lightweight construction for easy installatlon It ensures precise gate positioning to within 0.02in (0.5mm) Pp0 L/�
i�INSIDE AND OUT � t and repeatability under high-duty cyde operation. �� .••"••
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SLOP � '� � - �.SD OT �.SH r vi i lin i ri i n T r n i r n w rk h r h I �
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8 IN. MIN. t0 da Il ht O tlOria� • canal operator safety • Measuring very low flow rates 3 Hinged mast z y �^ � S/ ��
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4 Secure controller
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9
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SLOP E � Note: For rectan gular conduits use a standard desi gn for a headwall w� ' - -
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N. T POURED INVERT NOTE: MINIMUM INSIDE DIAMETER OF with wingwalls, paved bottom between the wingwalls, with an end '��� ` g �
i � � � �* 5 Entr flare �� �,
6 I N. M A N H O L E S H A L L B E A S F O L L O W S: cu to f f wa l l ex ten ding to a minimum dep t h equa l to B ;�_- ,� �. y 3 �
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DIAMETER � �` �� � � 7 CableDrive �
- - „ . - �• � • �: 1 �
24 IN. OR LESS 48 IN. �- - � s� � ' � ` � � / 8 Control gate , � . j
� 8 IN. MIN. 27 IN. TO 42 IN. (INCL.) 6o iN. Figure HS-19-Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets- -- ��'�� � •
OVER 42 IN. 72 IN. Low Tailwater Basin at Pipe Outlets _� ' ' 9 Motor housing a 5 ��,,,-�"` J I „
ALTERNATE BASE " �o Externalframe ��
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REV. DATE:12/11/13 ����rA ' r * _
requirements at meter entry " ' �p f :j � _J �"� t` ���
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�� CITY OF APPROVED: DETAIL � �
�,}^w' . FORT COLLINS STORMWATER Rev.2008-04 HS-79
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� zEasy to install PikoMeter`"" specifications Dimensions and operating ranges Front and side views �
PikoMeters are designed to mount to existing headwall structures as well . O
as purpose-built emplacements, significantly reducing costs associated userincerface �co screen O �
with civil work. .
Data interface R5232/485, USB, Ethemet, Protocols - DNP3, MDLC, Modbus, TCP/IP, others �
• Installed and operational in two days during irrigation or off season m;,, i6.�3
Local interface language English, Spanish, French, Chinese and Italian (metridimperial units) PMaoo-9oo PM-t-zv 31.5 55.00 72.66 2ta � t �
• Factor calibrated and re confi ured max42.32
y p g 11.81 23.94 2744 14.84 0.1 4.9 14.9in � �
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Pditld�� fU�� �OW max58.20 O �
y- Data storage I listorical data can be uploaded locallyvia USB for post processing
measurement min47J3
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A MicronLevel'"' ultrasonic water Communication max62.00 0 �
cable plug-in / Eledronics SolarDrive'" power managemen[ and control technology in Control Pedes[al. min �o.i0 � �
level sensor can be optioned o PM-450-18W PM-1'h-6 17J2 70.87 29.84 88J8 11220 3374 21b5 265 02 11.2 �
Each unit passes a 12hr heat pre-stress and 100% functional test. max n.ao
to provide a precise measure of
canal water levels, lus it enables Water-tight zone Gateactuation 12V DC motor with 256 count magne[ic encoder, with mechanical and min 85.80 � �
P eledrical override provisions Ph9-4i0-2400 PM-lY:-B 94.49 112.a0 135.80 276
thePikoMetertomeasureflow "'�10140 DOME CAP � O
Power supply options 7 2V DC powered (solar); 120-240V AC powered
2 V211 W �1211 Il Ot CO fll p� 2t2 � y f U � �. ; on[act your Rubimn sales enqineer ro discuss higher Aow rate requiremen[s. The mazimum flow ra[e a[ which [he
Self-calibrating
The MicronLevel sits within the Sealperformance <0.1 gallons/minute/footofseal (exceedsAmerican and furopean emencaccu�acy swch�nfz.sw�ssubjeccto nstallationhydraulics.
reference �a �tandards AWWA C513 & DIN 19569) F � �
internalframe,oraltematively � [edm n omoradd[o alslrescanbenbta edbymntactmgRubimrtConzuhationwithaRubimnsales E D B
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a long-range MicronLevel Air vented air escape • , `" ```" '` I „
sensor can be externally mounted r�n��y�e c�os5-Pacn �ic�as��,�< <<,�,s�c ume � 6� STEEL BOLLARD �
nearby. q - H � FILLED WITH CONCRETE &
Measurement resolution 100 picoseconds � �� ��
Accurateflow nnountingoptions - � PAINTED SAFETY YELLOW
Measurement rate LS seconds � � I �
measurement • ¢. Q i p pp
Accuraty ±Z.S%verlfled In Rublcon's hydraullcs laboratory under fully submerqed �� � I F� N � SH E� IA �A� U/'15E
Extensive inde endent laborator Debrisfilter ► � ►
P Y conditions measured between flow ranges of 0.2cfs ro 1 1.2cFs for the �
inlet orts � � � (PAD)
and field testing of the ultrasonic p PM-450 models and be[ween flow range of 0.1 cfs to 4.9cfs for the PM-300 .
models. �
array measurement technique f+ A Internal meter diameter �
has shown that accuracy is Measurement range Accuracy listed above is achieved at Flow velocities greater than 11in per I I
second. Maximum Flow capaciry is determined by site hydraulic conditions, B Ch2Cking h2ight � ,. ,
maintainedinawiderangeof Micronlevel'"sensmrdetaiE butistypicallygrearerthan65kpersecondConsultyourRubiconsales � . I . ��".
conditions e����ee�fo�deta�is. C Framewidth i�v �,�±�' � SUBGRADE
• TurbUlent wdter Sensorquantity flow measurement provided by 20 ultrasonic transducers across 5 planes � OVefall gate heighN I�
of ineasurement. An additional downward facing transducer monitors � �. I
• Obstructions at the meter entry pipe-full status. E Fully open height� 3. � :'� I .+
• Water contaminants A ' '• � �
Calibration method Factory pre-calibrated. Optional ultrasonic level sensor is also intemally sel(- � F H2ddwall height Y. � ,•. • I•
calibrating. Simple in-field verification process. G L2n th a. i�� CON CR ETE
PikoMeter'"' measurement aeeurae Alarming Meter alarms if water depth falls below minimum required level, when
g a FOOTING
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(18in PikoMeter measured under normal operaCincr condi�iuns rrl�[ive ,•a7. �! ��
= -- D�e So f t �- � � ,th t -ih t 1�.-,i t n ��di I�ii ��•I.+'9
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Technique Ultrasonic
; FVeaclwall
MicronLevel'" Accuracy 0.02in (QSmm), resolution 0.004in (0.1 mm), maximum range SSin
a
MicronLevel'"' Air Recommended for deeper applications
3
, ,, , �I�- 1.5' MIN.
� • Frames Fxtrudedmarinegradealuminum �I
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3 Hardwareand shafts S[ainless steel
TST, iNc.
a Wearstrip �vc About Rubicon Water NTS CONSULIING ENGINEERS
� Rubicon Water delivers advanced technologythat optimizes gravity-fed 748 Wholers Way
i� , a e a io
Pressure rating 79f[ dlfferential pressure or specified checking height (whlchever Is Greaterl SU It8 2�� FOI't CO�� ItIS
- ' - irrigation, providing unprecedented levels of operational efficiency and �
Water level sensor �nodized aluminum and copolymer aceryl plastic wich control, incredsing water dvdilability dnd improving farmers' lives. V Col orado 80525
stainless steel fittings � Phone: 970.226.0557
, Founded in 1995, Rubicon has more than 35,000 gates and meters installed �
� Control box in TCC systems in 17 countries. o JOB N0.
Power supply 7 2V DC self-contained battery charged from solar panel or AC line power 1230.00�5. ��
Batteries Sealed gel lead acid with temperature sensor (-Syr life, provides -5 days of
operation without solar or AC line power) or optional lithium LiFePO4 SCALE
speclficafions s�,ibjea to change_ • • •
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DATE
JULY 2024
SHEET
23 of 37
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1. REFER TO THE "SUBSURFACE EXPLORATION REPORT,
MONTAVA DEVELOPMENT—TRACT E—DETENTION POND
EVALUATION OF GROUNDWATER AND SUBSURFACE
CONDITIONS, FORT COLLINS, COLORADO EEC PROJECT
N0. 1172058" PREPARED BY EARTH ENGINEERING
CONSULTANTS (EEC), LLC.
2. A HYBRID "ENHANCED COHESIVE" EARTHEN LINER
OVER AN APPROVED PVC SYNTHETIC MEMBRANE LINER
WILL BE PLACED ALONG THE WETTED PERIMETER TO
MINIMIZE SEEPAGE AND/OR GROUNDWATER INTRUSION.
3. A MINIMUM OF 3—FOOT COVER OF COHESIVE MATERIAL
ALONG THE WETTED PERIMETER IS REQUIRED.
4. MAINTAIN A CONSISTENT, UNIFORM LOW PERMEABILITY
COHESIVE MATERIAL FOR THE EARTHEN LINER.
50 � 50 100
scale 1 "=50' feet
� CROSS SECTION 1— POND LINER � PROPOSED'
3.00 FROM HIGHWATER 3.00 FROM HIGHWATER GRADE
100—YR HIGHWATER AT 5001 FEET 100—YR HIGHWATER AT 5001 FEET
� � � ;
� STACKED ROCK WALL � � STACKED ROCK WALL
� � �
4:1 SLOPE EXTENDED RIPRAP PAD FOR WAVE EROSION PROTECTION
. .. ' A
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CLAY LAYER
CROSS SECTION 2— POND LINER
75.00' N0. 8 DITCH ROW
-- —�
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
CUSTOM
DATE
JULY 2024
SHEET
25 of 37
�
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3. MIN. 2' OF PVC PIPE EXTENDING INTO VAULT.
4. ALL VALVES TO BE OPEN RIGHT
5. SEE ELECTRICAL PLAN FOR INTERIOR VAULT LIGHTING,
SWITCHES, OUTLETS, PANELS, ETC (BY OTHERS UNDER
SEPARATE COVER).
6. ALL PIPING OUTSIDE OF VAULT TO HAVE TRACER WIRE.
7. SEE GRADING PLAN (SHEET 4-5 ) FOR EARTHWORK
AROUND VAULTS.
8. LIGHIING FOR VAULTS TO BE PART OF ELECTRICAL
PLAN.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0005.00
SCALE
1" = 1.5'
DATE
JULY 2024
SHEET
27 of 37
Montava - West
Vault Elevations & Pump Rates
Well Name Finished Top of Vault
Grade at Vault
Fitzsimons 5039.00 5039.50
Well: No. 1
r•1--•--- - -- -
50 5040.00
49 5003.99
20 5003.70
00 5004.50
LOCAl10NS
CONSTRUCTION NOTES
0
0
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10
8" DIA. DIP SPOOL, FLG X MJ
8" BURIED MJ GATE VALVE W/ VALVE BOX
3' TALL POST FOR TRACER WIRE TEST STATION
8" DIA. SPOOL, FLG X PE
WALL SLEEVE W/ LINK SEAL
STAINLESS STEEL PIPE SUPPORT
8" ModMAG METER M2000 (FLANGED) OR APPROVED
EQUAL. METER SHALL BE INSTALLED PER
MANUFACTURER SPECIFICATIONS.
8" CHECK VALVE
8" Y—STRAINER
8" DIA SPOOL FLG X MJ, 2" NIPPLE TAP W/ BALL
VALVE, 2" NIPPLE TAP WITH PLUG, TAP FOR
TRANSDUCER
11 3'-0" X 3'-0" VAULT DOOR. BILCO TYPE E-40,
SINGLE LEAF ROOF SCUTTLE WITH BILCO BIL—GUARD
2.0 SAFEIY RAILING SYSTEM. LADDER TO BE PROVIDED
WITH BILCO LU2 LADDER UP SAFETY POST. A SECURITY
CYLINDER LOCK SHALL ALSO BE PROVIDED .
1� 1' X 1' X 1' (H) SUMP PIT W/ GRATED COVER, SUMP
PIT TO INCLUDE SUMP PUMP. SUMP PUMP DISCHARGE
LINE SHALL BE A 2" DIAMETER SCHEDULE 80 PVC PIPE,
CONNECT TO 2" DRAIN LINE THAT DISCHARGES AT
FINISHED GRADE NEXT TO VAULT.
13
14
15
16
17
6" DIA. VENT PIPING (GALVANIZED STEEL).
2" HOLE FOR SUMP DISCHARGE. DISCHARGE LINE TO FOLLOW
8" PVC LINE IN COMMON TRENCH. DAYLIGHT INTO POND.
2— 2" HOLES FOR ELECTRIC POWER AND TELEMETRY
ELECTRIC & TELEMETRY PANELS (SEE ELECTRIC PLAN)
TRANSDUCER & PRESSURE GAUGE
� g DEHUMIDIFIER SHALL BE INSTALLED 2' FROM VAULT FLOOR.
A MIMIMUM Y2" HOSE SHALL BE INSTALLED FROM DEHUMIDIFIER
TO SUMP PIT.
� g 8' X 15' X 8' (H) CONCRETE VAULT — CONTRACTOR SHALL
PROVIDE STRUCTURAL DESIGN & SHOP DRAWINGS FOR VAULT,
HS-20 LOADING, WATERTIGHT JOINTS AND FLOOR SLOPED
Ys"/1' TO SUMP PIT.
�p ACCESS LADDER
0
0
0
0
2" THICK (MIN.) INSULATION BOARD
8" PVC PIPE (C900)
8" BARREL COUPLING
6" MINIMUM CONCRETE FILLED BOLLARD, 3' MIN. BURY (TYPICAL)
a �5 8" 90' MJ BEND (ONLY REQUIRED ON KLUVER 8c MONTAVA
a WEST POND WELLS)
0
NOTES�
1. VAULT PIPING SHALL BE CL151 D.I.P OR BETTER
2. ALL FITTINGS, VALVES, AND JOINTS SHALL HAVE
MECHANICALLY RESTRAINED JOINTS
� e��° r�s.r
Of9O�
'y��`
�
BAR DIAMETER ��P
MINIMUM INSIDE BEND DIAMETER TO BE AS FOLLOWS:
6 6AR DIAMETERS FOR #3 THROUGH #8 6ARS
�EXCEPT FOR STIRRUPS AND TIES�
4 BAR DIAMETERS FOR #3, #4 AND #5 TIES AND STIRRUPS
BEND DIAMETERS AT REINFORCING STEEL
STANDARD HOOKS
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 jBY 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.
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
TYPICAL HORIZONTAL REINFORCING LAPS AT WALL CORNERS
STANDARD HOOKS,
SEE 2/S1
1, VERTICAL REINFORCING NOT SHOWN,
TYPICAL "L" BAR,
SEE OTHER DETAILS
FOR SIZES & LENGTHS
TIE TOP OF "L" BAR TO
TEMPORARY HORIZONTAL
SPACER BAR
TIE "L" BAR IN
2 PLACES AT BOTTOM
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"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" gARS AFTER CONCRETE PLACEMENT,
TYPICAL BASE SLAB AND FOOTING "L' BARS
ABBREVIATIONS
ADD'L .,,,.,.,, ADDITIONAL
ACI ,,,,,,,,,,,,,, AMERICAN CONCRETE INSTITUTE
ASTM ,,,,,,,,, AMERICAN SOCIETY FOR TESTING AND MATERIALS
B4O . .............. 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
DESIGN CRITERIA
THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS:
BUILDING CODE ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 2021 INTERNATIONAL BUILDING CODE
DESIGN OF REINFORCED CONCRETE ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ACI 350
RISKCATEGORY ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, II
SEISMIC IMPORTANCE FACTOR �I8) ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 1,00
MAPPED SPECTRAL RESPONSE ACCELERATIONS ..,.,., Se = 0,186, S� = 0,055
SEISMIC SITE CLASS ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, SEISMIC SITE CLASS D
SEISMIC SPECTRAL RESPONSE COEFFICIENTS ,.,,,..,.,. Sds = 0,199, Sd� = 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 (EECI OP WINDSOR, COLORADO
AND BECOME FAMILIAR WITH THE REQUIREMENTS CONTAINED THEREIN. ALL GRADING, EXCAVATION, FILLS
IINCLUDING BACKFILLS�, DRAINAGE AND POUNDATION 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 POR 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 A60VE GROUNDWATER ELEVATION �IMPORTED MEDIUM DENSE GRANULAR BACKFILL)
96 PCF BELOW GROUNDWATER ELEVATION IIMPORTED 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 EPDXY COATED,
REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
EPDXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775,
FABRICATION AND HANDLING OF EPDXY 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 6E 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 MINIMUMJ ,,,,,,,,,,,,,,, FORMED CONCRETE
THE CONTRACTOR SHALL SU6MIT REINFORCING STEEL PLACING DRAWINGS (PRIOR TO FABRICATIONJ 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 8Y THE STRUCTURAL ENGINEER,
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"J AT WET WELLS AND #781 (4") AT SPLITTER STRUCTURE AND HEADWALLS,
IF CONTRACTOR DESIRES TO USE ALTERNATE PRODUCTS, THEY SHALL BE SU6MITTED 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,
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 ASSEM6LIES 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 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 RESISTANCEI�
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 POTA6LE,
MIX SHALL BE TRANSIT MIX AS PER ASTM C94,
NO ALUMINUM ITEMS SHALL 6E 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 T0;
MINIMUM OF 560 POUNDS OF CEMENTITIOUS MATERIAL �CEMENT AND FLYASHJ PER CUBIC YARD OF CONCRETE
A MINIMUM 20 PERCENT �BY WEIGHTJ SU6STITUTION OF FLYASH SHALL BE USED
5,000 PSI CONCRETE STRENGTH AT 28 DAYS
0,40 MAXIMUM WATER/CEMENTITIOUS RATIO �INCLUDING POZZOLANSJ
3/4" MINIMUM, 1" MAXIMUM AGGREGATE SIZE
6% AIR CONTENT �DELIVERED AIR CONTENT SHALL 6E +/- 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 6ELOW 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,
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 LIPT 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
06STRUCTIONS SUCH AS FORM TIES AND REINFORCING WHICH WOULD CAUSE SEGREGATION OF THE AGGREGATES FROM THE
CONCRETE MIX,
REPAIR OF SURFACE DEFECTS AT WALLS
AFTER REMOVAL OF WALL FORMS, CLEAN AND REPAIR SURFACE DEFECTS PER ACI 350.5-12.
�ACKFILL f'LACEMENT
6ACKFILL MAY BE PLACED AND COMPACTED WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 4,000 PSI
�80 PERCENT OF 28 DAY STRENGTH�,
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" gARS WHICH ARE TO BE TIED IN PLACE,
06SERVATION 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 PAILS AIR CONTENT SHALL 6E FIELD MODIFIED UNTIL ACCEPTANCE IS ACHIEVED, IP FIELD
MODIFICATION OF AIR CONTENT IS REQUIRED FOR THE FIRST LOAD, THE SECOND LOAD SHALL BE TESTED POR 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,J UNLESS OTHERWISE DIRECTED
BY THE STRUCTURAL ENGINEER, EACH SAMPLE SHALL CONSIST OF FOUR TEST CYLINDERS WHICH ARE TO BE TESTED
AT 7 DAYS j1 CYLINDER) & 28 DAYS j2 CYLINDERS�, THE REMAINING CYLINDER SHALL 6E 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,
WELL WELL LADDER, WET WELL COVER PLATES AND INTAKE PII'E 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 jFy=50 KSIJ
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 6E HOT-DIPPED GALVANIZED AFTER FABRICATION, ANY FIELD WELDED AREAS OR OTHER AREAS
DISTURBED �CUTS, SCRATCHES, ETC,J, 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 SPECIPICATIONS.
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STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
GENERAL
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SEE SECTION VIEWS ON SHEET SS
FOR PIPE SUPPORT ELEVATIONS
PIPE SADDLE SUPPORT AT SEE CIVIL DRAWINGS FOR
(1) PIPE TEE SUPPORT RESERVOIR INTAKE SEE 1/S5 LENGTH AND LOCATION
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DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
WET WELLS
AN D I N TAKE
PIPE SUPPORT
PLANS
PROJECT,
#2935
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1'-8" 6'-0" CLEAR
WALLS i BETWEEN WALLS i
1'-8"
WALLS
SEE DETAIL 3/S1 FOR
WALL REINFORCING
AT CORNERS
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PIPE (SEE OTHER DRAWINGSJ,
SEE 1/S4 POR REINFORCING AT WALL PENETRATIONS �
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AT ENDS OF WT 6EAM
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP, 3 SIDES
�EE 4/S6 FOR LADDER
29 of 37
1'-8u 1�_8��
12'-8" BASE SLA6
T,O, WET WELL WALLS (T,O. FUTURE BUILDING SLAB) ELEV. 5003,50'
TROWEL FINISH ON TOP OF WALLS
1'-8" WALL THICKNESS
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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 EPDXY 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
STRUCTURALENGINEER.
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 CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
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CLEAR DISTANCE BETWEEN WALLS
BASE SLAB "L" BARS
EACH FACE OF WALL
�STANDARD HOOKS AT BOTTOMJ,
SEE NOTES AT LEFT �THIS DETAIL�
FOR "L" BAR SIZE & SPACING
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3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
TURN "L" BAR HOOKS
TOWARD CENTER OF BASE SLAB
1'-8" WALL THICKNESS
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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,
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,
SEE NOTES AT LEFT �THIS DETAIL�
FOR TYP, WALL REINFORCING
10" FROM 1'-8" WALL
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP �
REINFORCING
NOT SHOWN
TOP OF 6ASE SLAB
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 6ASE SLAB SHALL
BE WETTED AND STANDING WATER REMOVED.
� WATERSTOP,
SEE "WATERSTOP" NOTES ON SHEET S1
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER,
T,O, "L" BARS
3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
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SEE ABOVE RIGHT
FOR WATERSTOP
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NOTE; OUTSIDE FACE "L" BAR SIZE DOES NOT
MATCH OUTSIDE FACE VERTICAL REINFORCING SIZE.
SEE NOTES AT LEFT �THIS DETAIL� FOR SIZES.
T,O, WET WELL BASE SLAB ELEV, 4982,00'
SEE NOTES AT LEFT (THIS DETAIL� � � i - I-
FOR 6ASE SLAB REINFORCING I STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING
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3'-0" MIN,, FOUR SIDES BASE SLAB, SEE PLAN FOR WIDTHS
NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL
TYPICAL SECTION THROUGH WET WELLS
1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER,
2, DO NOT WET-SET ANY 6ARS, INCLUDING BASE SLAB "L" 6ARS, SEE DETAIL 4/S1,
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NOT FOR CONSTRUCTION
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�� PRELIMINARY ��
NOT FOR CONSTRUCTION
DRAWING ISSUED AS;
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
WET WELL
SECTION
PROJECT;
#2935
SCALE;
3/4" = 1'-0"
U,N,O, SHEET
Qc Dale F, Jones,
Structural Engineer, Inc,, 2023
30 of 37
REINFORCING AT PENETRATIONS IN WET WELL FOR 24' AND 36" PIPES
1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH PACE OF THE WALL,
#6 VERTICAL BARS
IFOUR TOTAL)
ADDITIONAL HORIZONTAL BARS
ABOVE AND BELOW PENETRATION
FOR 36" PIPE, SEE VIEW AT LEFT
(THIS DETAIL� FOR SPACING
#6 CIRCULAR Lr�i� �.r�vn i r��.�.�
SEE 6ELOW
OPENING SLEEVE,
SEE NOTE AT RIGHT
#6 CIRCULAR BAR EACH FACE OF WALL,
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
TYPICAL BASE SLAB "L" 6AR SPACING,
EACH FACE OF WALL
ADDITIONAL HORIZONTAL BARS
A80VE AND BELOW PENETRATIONS
FOR 24" PIPE, SEE VIEW AT LEFT
�THIS DETAIL� FOR SPACING
#6 CIRCULAR BAR EACH FACE,
SEE BELOW
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 TRUM6ULL 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,
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DRAWING ISSUED AS;
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING �EVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
WET WELL
DETAILS
PROJECT;
#2935
SCALE;
3/4" = 1'-0"
U,N,O, SHEET
Qc Dale F, Jones,
Structural Engineer, Inc., 2023
PLAN VIEW OF WET WELL SHOWING
ADDITIONAL REINFORCING AT INLET PIPE OPENING(SI
REDUCED SCALE, TYPICAL REINFORCING NOT SHOWN
31 of 37
1/2" THICK x 1'-4" SQUARE PLATE
SIDE VIEW OF WARPED BEARING PLATE
LOOKING AWAY FROM PUMP STATION
WARP PLATE TO THE CONTOUR OF 1/2" THICK x 1'-4" SQUARE PLATE
THE UNDERSIDE OF PIPE TEE
WARP PLATE UP AT 2 CORNERS �� ��' CENTER OF PIPE TEE,
l\� �� WARPED PLATE & VERTICAL PIPE
--=� - - - -
PLAN VIEW OF WARPED BEARING PLATE
i i 1/2" THICK x 1'-4" SQUARE PLATE
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BOLTS FOR REMOVABLE STRAP
CENTER OF PIPE TEE, PIPE SUPPORT,
CONCRETE COLUMN AND FOOTING, EACH WAY PIPE SPOOL,
WARPED BEARING PLATE, SEE CIVIL
SEE ABOVE � DRAWINGS
SIDE VIEW OF WARPED BEARING PLATE
LOOKING TOWARD PUMP STATION
� V TOP & 60TTOM
OP PIPE �/4
1'-6" SQUARE CONCRETE COLUMN
T,O, CONCRETE, MATCH ELEV. OF THE TYP. PIPE SADDLE SUPPORTS
2 1/2" CLEAR, ALL SIDES
8,0, RESERVOIR ELEV. 4982,00
_ I I;
�4J 3/4" DIA. H,D, GALVANIZED
ASTM F1554, GRADE 36 THREADED RODS, —
= EMBEDDED 0'-10" INTO CONCRETE w/
z n~- SIMPSON SET-XP EPDXY ADHESIVE �
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8,0, FOOTINGS 4979,00
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FOOTING REINFORCING,
FIVE #6 BARS, EACH WAY
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PIPE, SEE OTHER
DRAWINGS
REMOVABLE STRAP PLATE OVER PIPE
PIPE INVERT ELEV, 4983,67,
VERIFY w/ CIVIL DRAWINGS
4" STANDARD PIPE �SCHEDULE 40J
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 ASSEM6LY SHALL
BE H,D, GALV, AFTER FABRICATION
�
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90 DEGREE HOOKS
w/ 3" EXTENSIONS
1'-1" SQUARE IOUTSIDE)
CLOSED TIES
3EE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS
'IPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY�
14I #6 VERTICAL BARS w/ STANDARD HOOKS AT BOTTOM
#4 CLOSED TIES AT 0'-8" o/c, TWO TIES IN TOP 5"
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END VIEW OF SUPPORT FOR PIPE TEE
SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS
PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
;SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY)
7'-6" FROM
CENTER OF PIPE SADDLE SUPPORT
TO CENTER OF PIPE TEE SUPPORT
REDUCER,
SEE CIVIL � _
DRAWINGS -
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#6 HORIZONTAL BARS AT 0'-9" o/c,
EACH FACE
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PIPE TEE, SEE CIVIL DRAWINGS � ��
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PIPE INVERT ELEV. 4983,67, I
SUCTION SCREEN BEYOND, SEE CIVIL DRAWINGS i i VERIFY w/ CIVIL DRAWINGS II SEE OTHER PIPE SUPPORT II
#6 BARS AT 0'-11" o/c w/ �I� T,O, CONCRETE ELEV, 4982,67, FOR DETAILS III
SUPPORT FOR PIPE TEE, SEE END VIEW A60VE � � � STANDARD HOOKS EACH END VERIFY w/ SADDLE DESIGN
I
2 1/2" CLEAR, SIDES, TOP & ENDS • I • _ • _— -
8,0, RESERVOIR ELEV, 4982.00
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- - 19) #6 BARS IN SHORT DIRECTION '
- , , � (5� #6 BARS IN LONG DIRECTION . . -
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8,0, FOOTINGS 4979,00
I -
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4'-0" SQUARE FOOTING 2'-0" �ALL SIDESJ
PIPE SUPPORTS AT RESERVOIR INTAKE - LOOKING WEST
4'-6" FOOTING SIDE VIEW OF PIPE SUPPORTS
SEE OTHER DRAWINGS FOR
PIPE, PIPE BEDDING AND
PIPE JOINT SPECIFICATIONS
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T,O, CONCRETE ELEV. 4982.67,
VERIFY w/ SADDLE DESIGN
PIPE SADDLES AND ATTACHMENTS TO THE CONCRETE
SHALL BE DESIGNED jBY MANUFACTURERJ FOR 6,000 POUNDS UPLIPT,
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�,
I�/ PIPE SADDLES AND ANCHORAGE
� TO CONCRETE TO BE DESIGNED
� BY SADDLE MANUFACTURER,
I SEE NOTES ABOVE
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END VIEW OF TYPICAL PIPE SADDLE SUPPORTS
13'-0", CENTER TO CENTER OF PIPE SADDLE SUPPORTS
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DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
I N TAKE PI PE
SUPPORT
DETAILS
PROJECT;
#2935
SCALE:
3/4" = 1'-0"
U,N,O. SHEET
Qc Dale F, Jones,
Structural Engineer, Inc,, 2023
32 of 37
PARKS DEPARTMENT COVER PLATE
FOAM TAPE AT PARKS DEPARTMENT WET WELL
SEE PLAN
1/4" THICK CARBON STEEL
�ASTM A36� CHECKER PLATE
jPLACE LUGS UP�
COVER PLATE CONTINUES
AT PARKS DEPT, WET WELL
� _ _ _ _ —
TYP. AT WT 3/16 1@ 8
STIFFENER 3/16 1 @ 8
WT 5 x 15 ASTM A992 STIFFENER �
�SEE PLAN FOR LOCATION�
TYP, AT PERIMETER 3/16 1@ 8
ANGLES 3/16 1 @ 8
L 3 x 3 x 1/4 EDGE ANGLE
AT PERIMETER OF COVER PLATE
1/2" GAP BETWEEN
INSIDE FACE OF CONCRETE WELL
AND FACE OF STEEL ANGLE
WET WELL WALL
2 1/2" PLATE EXTENSION BEYOND ANGLE
PLATE OVERLAPS CONCRETE WALL 2" �ALL SIDES)
SEE PLAN FOR LOCATION OF COVER PLATE ANCHOR AT MONTAVA WET WELL (ONE ANCHORI,
__� 5/8" DIA, HOT-DIPPED GALVANIZED THREADED ROD �THREADED FULL LENGTH)
� EPDXY GROUTED 6" INTO CONCRETE WALL WITH SIMPSON STRONGTIE SET-3G EPDXY.
THREADED ROD SHALL EXTEND 2" BEYOND INSIDE FACE OF WALL.
PROVIDE 3/4" DIAMETER HOLE IN PERIMETER ANGLE.
I � I PROVIDE 5/8" HOT-DIPPED GALVANIZED NUT (DO NOT CLOSE GAP 6ETWEEN ANGLE & WALL�,
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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�
TYPICAL CONDITION AT PERIMETER OF COVER PLATES
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,
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.
1" DIAMETER STEEL RUNGS,
COATED WITH SLIP RESISTANT MATERIAL TO
PREVENT SLIPPAGE PER OSHA 1926,1053 �a) �6) �i)
5/16" x 3" BENT BAR w/
11/16" DIA, HOLE FOR ANCHOR
TYP, 3/16
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SAFETY RAILING SYSTEM �GUARDRAIL NOT SHOWN�,
THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED
BILCO LU2 LADDER UP SAFETY POST �NOT SHOWN�.
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.
SEE SHEET S2
FOR CLEAR OPENING
IN THIS DIRECTION
HATCH COVER
T,O, HATCH FRAME
15" MIN, FROM
CENTER OF LADDER
TO ANY OBSTRUCTION,
EACH SIDE OF LADDER
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THE GUARDRAIL SYSTEM IS
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1/4" THICK CARBON STEEL
�ASTM A36J CHECKER PLATE
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TYPICAL ATTACHMENT OF WT STIFFENERS TO PERIMETER ANGLES
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 LADDER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION,
PAD EYE WITH
3,000 POUND CAPACITY
�3/4" THREADED SHANKI
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HOLE IN CHECKER PLATE
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DATES
PRELIMINARY -
9/26/2023 NOT FOR
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DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
WET WELL
COVER PLATE
AN D LADDER
DETAILS
PROJECT;
#2935
SCALE;
3/4" = 1'-0"
U,N.O, SHEET
cQ Dale F, Jonea,
Structural Engineer, Ina, 2023
PLAN VIEW OF LADDER
CENTER OF RUNG
TO BE AT TOP OF
HATCH FRAME ELEVATION
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GRATING PANEL NOTES
SEE DETAIL 2/SS FOR GRATING AND BEAM DETAILS,
GRATING PANELS SHALL BE H,D. GALV,, NON-SERRATED BAR GRATING.
6EARING 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 6E 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 POR OUTLET GATE ASSEMBLYJ,
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 "p";
PANEL WIDTH = 35 13/16",
FIELD MEASURE LENGTH �1/4" FROM CENTER OF 6EAMS�,
GRATING PANEL "E":
FIELD MEASURE WIDTH j3/4" GAP TO CONCRETE WALL AND 1" MAX, GAP BETWEEN ADJACENT PANELSJ.
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM�.
1'-0" TO
OUTSIDE F,O, WALL
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FOR DIMENSIONS
BASE SLAB REINFORCING,
SEE DETAIL 1/S8
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OUTSIDE OF WALLS
5'-0�� 2�_5��
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WALL
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SEE OTHER DRAWINGS
INLET PIPE,
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1, TOP OF 6ASE SLA6 SHALL BE LEVEL, SEE DETAIL 1/S8 FOR ELEVATION. �SCALE; Y4�� = 1�_0���
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 EPDXY COATED,
SEE NOTES ON S1,
2'-2 5/16"
4'-3 5/16"
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SPLITTE� ST�UCTU�E WALL PLAN
1, SEE DETAIL 1/S8 FOR TOP OF WALL ELEVATION.
2, REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED.
SEE NOTES ON S1,
3, SEE 3/S8 FOR WALL CONDITION AT INLET AND OUTLET PIPES,
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FIELD MEASURE WIDTH (VERIFY CLEARANCE POR OUTLET GATE ASSEMBLYJ,
FIELD MEASURE LENGTH �1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL�,
4" WIDE LEDGE EA, SIDE
AT GRATING PANEL "P"
SEE 2/SS FOR H,D. GALV. SADDLE CLIP � GRATING PANEL "F"
AT EACH END OF EACH GRATING PANEL �
, CENTER OF BEAM
STEPS
� GRATING PANEL "p"
CENTER OF BEAM
3/4" GAP BETWEEN WALL AND SIDE OF GRATING PANEL,
1" MAX, GAP BETWEEN ADJACENT GRATING PANELS
GRATING PANEL "6"
I GRATING PANEL "C"
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�� PRELIMINARY ��
NOT POR CONSTRUCTION
DRAWING ISSUED AS;
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
SPLITTER
STRUCTURE
PLANS
PROJECT;
#2935
SCALE;
1/4° = 1'-0°
U.N,O, SHEET
Qc Dale F, Jones,
Structural Engineer, Inc,, 2023
34 of 3 7
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 EPDXY 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.
1'-0"
WALL 6" FROM
INSIDE FACE OF WALL
i TO CENTER OF WATERSTOP
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�THIS DETAIL� FOR
TYP, WALL REINFORCING
PRIOR TO PLACEMENT OF THE WALLS, I - I�
THE TOP OF THE BASE SLA6 CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURPACE OF THE I I REINFORCING
BASE SLAB SHALL 6E WETTED AND NOT SHOWN
STANDING WATER REMOVED, �
WATERSTOP, I I TOP OF 6ASE SLAB
SEE "WATERSTOP"
NOTES ON SHEET S1
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
i SEE DETAIL 2/S8 FOR GRATING
T,O, WALL ELEV, 5031,50'
BASE SLAB "L" BARS EACH PACE OF
WALL jSTANDARD HOOKS AT BOTTOMI,
SEE NOTES ABOVE (THIS DETAIL)
FOR °L" 6AR SIZE & SPACING _
3 1/4" TO EDGE OF _�
BASE SLAB "L" BARS
AND VERTICAL WALL BARS, �
TYP, EACH SIDE OF WALL ,
T,O, BASE SLAB —
ELEV, 5025,30' �LEVEL� —
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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.
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
1/4" GAP BETWEEN
GRATING PANEL & EDGE OF NOTCH
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
T,O, CONCRETE WALL
NOTCH IN T,O. WALL �
1'-0" THICK CONCRETE WALL
I�EINFORCING NOT SHOWN�
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
;LEARANCE FROM THE OUTSIDE FACE OF THE HORIZONTAL BARS
�0 THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2",
NITH A STRICT FIELD MINIMUM OF 2" CLEAR,
SEE "SPLITTER STRUCTURE GRATING PLAN"
ON SHEET S7 FOR NOTCH LOCATIONS
� TROWEL FINISH ON TOP OF WALLS
FINISH GRADE,
� SEE OTHER DRAWINGS
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SEE PLAN VIEWS FOR LOCATION
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SEE CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
STANDARD 90 DEGREE HOOKS
ON ALL BASE SLAB REINFORCING
�TOP & BOTTOM LAYERS�,
� TURN HOOKS SIDEWAYS
_-ill III III �J IIi- 3" CLEAR TO HOOKS
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I \/�/� �// I � � 2'-0" LAYER OF IMPORTED GRANULAR / � � ///� �// �/�/I � \///� �//� �/�// � \ i-
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SEE NOTES ABOVE ITHIS DETAIL) TURN "L" BAR HOOKS
FOR BASE SLAB REINFORCING TOWARD CENTER OF BASE SLAB
2'-0"
(ALL SIDES� BASE SLA6, SEE PLAN FOR WIDTHS
SECTION THROUGH SPLITTER STRUCTURE
ATTACHMENT OF GRATING PANELS TO CONCRETE WALL
THERE SHALL BE ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL jNOT REQUIRED AT SIDES OF PANELSJ
1/4" GAP BETWEEN GRATING PANEL AND CENTER OF BEAM
1/4" DIA, H.D, GALV. THREADED ROD WITH THREE H,D, GALV. NUTS ��_ STEEL BEAM,
I1 NUT BELOW BEAM PLANGE, ONE ABOVE BEAM FLANGE, ONE AT SADDLE CLIP�,
SEE PLAN
THREADED ROD SHALL NOT EXTEND ABOVE T,O, GRATING
ATTACHMENT OF GRATING PANELS TO STEEL BEAMS
THERE SHALL 6E ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL �NOT REQUIRED AT SIDES OF PANELS)
1'-0" THICK CONCRETE WALL
�REINFORCING NOT SHOWNI
ATTACH BEAM TO CONCRETE WALL WITH
TWO 5/8" DIA, x 5" LONG TITEN HD ANCHORS
�ASTM 6695, CLASS 65 MECHANICALLY GALVANIZED�
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
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#5 CIRCULAR 6AR EACH FACE OF WALL,
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" �SIMILAR TO DETAIL 1/S4J
CONDITION AT SPLITTER STRUCTURE INLET AND OUTLET PIPES
1, THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL.
GRATING PANEL
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1'-0" THICK WALLS, TYP.
1'-0" THICK CONCRETE WALL
IREINFORCING NOT SHOWN)
T,O, CONCRETE WALL `_
1" HIGH x 4" WIDE NOTCH IN T,O, WALL
(WHERE OCCURS, SEE PLAN)
ANCHORS, SEE ABOVE
1/4" DIA, H,D, GALV, THREADED ROD EPDXY GROUTED 3" INTO CONCRETE WALL
WITH SIMPSON STRONG-TIE SET3G ADHESIVE,
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WALL REINFORCING NOT SHOWN
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4T APPROXIMATE CENTER OF GRATING PANELS
CENTER HOLE BETWEEN BEARING 6ARS�
SEE PLAN FOR
DIRECTION OF
BEARING BARS
CENTER OP HOLES
END VIEW AT EACH END OF BEAM
PRIOR TO PLACING WALL CONCRETE,
EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
VIBRATE CONCRETE THOROUGHLY
1, BEAMS SHALL BE H,D, GALVANIZED AFTER FABRICATION �INCLUDING END PLATES�
#6 VERTICAL BAR EACH SIDE OF OPENING,
EACH FACE OF WALL IFOUR BARS TOTAL AT EACH PIPE�,
A r1r1TTf/'1AI A 1 C A f^ G f� I A C III II n A Cf+ A CG AI/'1T CG/11 ITCGII
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DRAWING ISSUED AS;
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
SPLITTER
STRUCTURE
DETAILS
PROJECT;
#2935
SCALE;
3/4" = 1'-0"
U.N.O, SHEET
Q Dale F, Jones,
Structural Engineer, Inc,, 2023
35of37
PLAN VIEW AT EACH END OF BEAM
WALL REINFORCING NOT SHOWN
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 EPDXY 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.
1'-0"
WALL
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLA6 CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURFACE OF THE �
BASE SLAB SHALL BE WETTED AND
STANDING WATER REMOVED,
. .
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
1'-0" WALL
WATERSTOP, I I TOP OF BASE SLAB
SEE "WATERSTOp"
NOTES ON SHEET S1
T,O, WALL, SEE ELEVATION VIEW
SEE NOTES ABOVE ITHIS DETAIL�
FOR TYP. WALL REINFORCING
BASE SLAB "L" BARS EACH FACE OF
WALL jSTANDARD HOOKS AT BOTTOMI,
SEE NOTES ABOVE (THIS DETAIL�
FOR "L" BAR SIZE & SPACING
3 1/4" TO EDGE OF BASE SLAB "L" 6ARS AND
VERTICAL WALL BARS, TYP. EACH SIDE OF WALL
T,O, FOOTING,
SEE ELEVATION VIEW
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1'-0" WIDE CUTOFF
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REINFORCING
NOT SHOWN
TROWEL FINISH ON TOP OF WALLS
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.
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
FINISH GRADE,
SEE OTHER DRAWINGS
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TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS
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2, DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS, SEE DETAIL 4/S1,
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T,O, WALL ELEV, 5110.00'
T,O, FOOTING ELEV, 5102,50'
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jSCALE; Y4" = 1'_0")
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�� PRELIMINARY ��
NOT FOR CONSTRUCTION
DRAWING ISSUED AS:
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
WSSC
HEADWALL
PROJECT;
#2935
SCALE;
1/4" = 1'-0"
U,N,O. SHEET
Oc Dale F, Jones,
Structural Engineer, Inc,, 2023
SEE ABOVE
FOR WATERSTOP
6" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
20'-0" BASE SLA6
• �
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36 of 37
PRIOR TO PLACING WALL CONCRETE,
1'-0" WALL EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
i VIBRATE CONCRETE THOROUGHLY
T,O, WALL, SEE ELEVATION VIEW
CUT TYP, VERTICAL & HORIZONTAL BARS
2" CLEAR FROM OUTSIDE DIAMETER OF PIPE
EXTEND ALL HORIZONTAL BARS,
INCLUDING ADD'L HORIZONTAL BARS
TO CORNERS AND HOOK PER 3/S1
#5 CIRCULAR BAR EACH FACE OF WALL,
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" (SIMILAR TO DETAIL 1/S4�
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NPIC HEA�WALL �ASE SLA� PLAN
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STANDARD HOOK
2 1/2" CLEAR
EXIST'G HEADWALL
NEW HEADWALL,
TYP. REINFORCING NOT SHOWN
CONNECTION OF NEW HEADWALL TO EXISTING HEADWALL
1, CONNECTION TO EXISTING POOTING IS NOT REQUIRED,
EXIST'G
STRUCTURE i NEW HEADWALL
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T.O, WALL ELEV. 5116.80'
SEE 1/S10 FOR CONDITION
AT PIPE PENETRATION
T,O, FOOTING ELEV. 5110.00' +
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�� PRELIMINARY ��
NOT POR CONSTRUCTION
DRAWING ISSUED AS;
DATES
PRELIMINARY -
9/26/2023 NOT FOR
CONSTRUCTION
DRAWING REVISIONS
DATES
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
NPIC
HEADWALL
NpIC HEAnWALL �ASE ELEVATION VIEW
1, TOP OF BASE SLA6 AND WALLS SHALL BE LEVEL,
2, ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED, SEE NOTES ON S1,
(SCALE; Y4" = 1'_0"I
PROJECT;
#2935
SCALE;
1/4" = 1'-0"
U,N,O, SHEET
Qc Dale F, Jones,
Structural Engineer, Inc,, 2023
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