HomeMy WebLinkAboutPlans - Utility Plan - 07/17/2024A PARCEL OF LAND LOCATED IN A PORTION OF THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 8
NORTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO.
JULY 17, 2024
.
.
VICINITY MAP
NOT TO SCALE
DEVELOPER
MONTAVA DEVELOPMENT & CONSTRUCTION LLC
430 N. COLLEGE AVE, SU I TE 410
FORT COLLINS, CO 80524
(512)-507-5570
ENGINEERING
TST, INC. CONSULTING ENGINEERS
748 WHALERS WAY, SUITE 200
FORT COLLINS, CO 80525
(970)-226-0557
SURVEYING
MAJESTIC SURVEYING, LLC
1111 DIAMOND VALLEY DR, SUITE 104
WINDSOR, CO 80550
(970) 833-5698
PROJECT DATUM: NAVD 88
BENCHMARK #1: CITY OF FORT COLLINS VERTICAL CONTROL 36-01. A 3 Y4" BRASS CAPPED MONUMENT IN OLD
MONUMENT BOX. ON THE CENTERLINE OF GIDDINGS RD., APPROX. .5 MILES NORTH OF EAST MOUNTAIN VISTA DR.
ON THE 1/4 CORNER MONUMENT.
NAVD88 - ELEV. 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.
NAVD88 - ELEV. 5026.59
PLEASE NOTE THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS MAY HAVE
USED NGVD29 UNADJUSTED FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED:
NGVD29 UNADJUSTED = NAVD88 - 3.18'.
INDEX TO PLANS
COVER SH EET
LEGEN D
GEN ERAL N OTES
DEMOLITION AND EXISTING CONDITIONS PLAN
OVERALL GRADING PLAN
GRADING PLAN
INITIAL EROSION CONTROL PLAN
INTERIM EROSION CONTROL PLAN
FINAL EROSION CONTROL PLAN
OVERALL UTILITY PLAN
UTILITY PLAN
FIRE HYDRANT PLAN
SANITARY SEWER PLAN 8c PROFILES
STORM PLAN 8c PROFILES
WATER PLAN 8c PROFILES
NON—POTABLE WATER PLANS
STREET PLAN 8c PROFILES
CROSS SECTIONS
MILL 8c OVERLAY
SIGNAGE AND STRIPING
INTERSECTION DETAILS
EXISTING OVERALL DRAINAGE
DRAINAGE PLAN
CONSTRUCTION DETAILS
1
2
3-4
�
C�
7-19
20— 24
25— 29
30— 35
36
37— 53
54-55
56-73
, .;
99-121
122-143
144-176
177-178
179-180
181-185
186-191
192
193-199
200— 216
CERTIFICATION STATEMENT
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 STATUES, RESPECTIVELY; AND
THAT I AM FULLY RESPONSIBLE FOR THE ACCURACY OF ALL DESIGN, REVISIONS,
AND RECORD CONDITIONS THAT I HAVE NOTED ON THESE PLANS.
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
QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE
REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL
RESPONSIBILITY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN
THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE.
BASIS OF BEARING STATEMENT
THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 8 NORTH,
RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN IS ASSUMED TO BEAR
S89'S7'S8"E A DISTANCE OF 2639.84 FEET, BEING MONUMENTED ON THE WEST BY
AN 3" ALUMINUM CAP MARKER L.S. 20123 AND ON THE EAST BY A 2-1 /2"
ALUMINUM CAP MARKER L.S. 17497 IN A RANGE BOX.
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
BOXELDER SANITAl10N DISTRICT
UTILITY PLAN REVIEW
REVIEWED BY:
�
REVIEW DOES NOT COPISIITUTE 'APPROVAL" OF PLANS. PLAN ENGINEER
IS RESPONSIBLE FOR ACCURACY AND COMPLEIENESS OF PLANS.
EAST LARIMER COUNTY WATER DISTRICT
UTILITY PLAN REVIEW
REVIEWED BY:
—6AT�
REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. PLAN ENGINEER
IS RESPONSIBLE FOR ACCURACY AND COMPLE�ENESS OF DESIGN.
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APPROVED:
� TST, INC.
City Engineer, Approved Sheets Date CONSULTING ENGINEERS
APPROVED: 748 Whalers Way
Suite 200 Fort Collins
Water & Wastewater Utility, Approved Sheets Date Colorodo 80525
Phone: 970.226.0557
APPROVED: �oe No.
Stormwater Utility, Approved Sheets 1230.0009.00
Date
SCALE
APPROVED: � N/A
Park Planning and Development, Approved Sheets Date
DATE
APPROVED: JULY 17, 2024
Traffic Operations, Approved Sheets Date SHEET
APPROVED:
Environmental Planner, Approved Sheets Date
1 of 216
ROW
WSALK BIKE
MIN MIN
10' PKWY
F (TYP.)
8'
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TRAVEL TRAVEL
MINOR COLLECTOR SECTION 1
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ALLEY TYPICAL 3ECTION 1
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ALLEYS A, B, C, D, E, F, G, H, I, J, K, L, M, N, 0, P, Q
11' 5� 6� � 36' ROADWAY 6, 5.
ATTATCHED yyq� BIKE 8' 8' 81KE w/►►-K
GREEN (M�N,) (MIN.) PARKING 10' 10' P�KING
(MIN.� (MIN.) (MIN.)
TRAVEI TRAVEI
CONNECTOR LOCAL W/ BIKE LANES W/
ATTACHED GREEN
lLTB
TEALBROOK DR.
ROADWAY—�
8'
PARKING
81KE WgALK
(MIN.) (MIN.)
6' PKWY
(MIN.)
7' PKWY
(MIN.)
8'
_ _. PARKING
' ROW
6.5' PKWY
(MIN.)
10' PKWY
(MIN.) �
5'
WALK
(MIN.)
5'
WALK
(MIN.)
6.5' PKWY
(MIN.)
5� 28' ROADWAY 5.
WALK 8' WALK
(MIN.) � 0' 10' PARKING (MIN.)
TRAVEL TRAVEL
RESIDENTIAL LOCAL
IiT.Q.
MOUNTAIN WILLOW WY, MIDDLE FARM WY, NANNA LN,
HARWOOD LN
�20' ROADWA'
LEQEND
EXISTING 1' CONTOUR �`��s'2�� _ = �
EXISTING 5' CONTOUR � / ��92s� _ / /
PROPOSED 1' CONTOUR �4927��
PROPOSED 5' CONTOUR �`4925��
EXISTING RIGHT-OF-WAY - -
PROPOSED RIGHT-OF-WAY — —
EXISTING EASEMENT
PROPOSED EASEMENT - — — — — — — — -
EXISTING FIRE HYDRANT C�—Be-W
PROPOSED FIRE HYDRANT
EXISTING ELECTRIC —E E
PROPOSED ELECTRIC —E E
EXISTING GAS —G G
PROPOSED GAS —G G
EXISTING IRRIGATION —I I
PROPOSED IRRIGATION — I —►� I
PROPOSED IRRIGATION SERVICE �
EXISTING SANITARY SEWER SS�
PROPOSED SANITARY SEWER
PROPOSED SANITARY SERVICE
EXISTING STORM LINE
PROPOSED STORM LINE W/MANHOLE
EXISTING WATER W/ VALVE —W W
PROPOSED WATER W/ VALVE
PROPOSED WATER SERVICE �
EXISTING UTILITY PEDESTAL/VAULT ❑E FO ❑T
EXISTING TELEPHONE —T T
EXISTING FIBER OPTIC FO
EXISTING CABLE TV TV
EXISTING OVERHEAD ELECTRIC OHE
PROPOSED FLOW ARROW �
TOP OF FOUNDATION ELEVATION TOF=51.13
FINISHED GRADE F.G.=50.63
A A
PROPOSED SWALE CROSS-SECTION �
PROPOSED THRUST BLOCK �
PROPOSED STORM INLET [c o1� I�
PROPOSED SEDIMENT CONTROL LOG �
PROPOSED CURB INLET PROTECTION
PROPOSED RIPRAP PAD
PROPOSED VEHICLE TRACKING
CONTROL PAD
PROPOSED SILT FENCE SILT
DRAINAGE BASIN x
X = AREA, ACRES AB-C
AB-C = BASIN NUMBER Y
Y = BASIN % IMPERVIOUS
PROPOSED DRAINAGE DESIGN POINT �
PROPOSED STORM DESIGN POINT O
PROPOSED BASIN BOUNDARY ■ � � � � � � � ■
PROPOSED LIMITS-OF-DISTURBANCE � �.00�
EXISTING SIGN �
PROPOSED SIGN �
PROPOSED CONCRETE SURFACE � ° � ° � °
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PROPOSED PAVER SURFACE
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ABBREVIATIONS
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ASSY. ASSEMBLY
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EX. EXISTING �
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FG FINISHED GRADE m
FH FIRE HYDRANT DRAWN
BRB
FL FLOW LINE
CHECKED
FS FINISHED SURFACE DAP
DESIGNED
GTV GATE VALE BRB
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MIN MINIMUM
MRJ MECHANICALLY RESTRAINED JOINT
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PC POINT OF CURVATURE
PCR POINT OF CURVE RETURN
PI POINT OF INTERSECTION
PRC POINT OF REVERSE CURVE
PROP. PROPOSED
PT POINT OF TANGENCY Z
PVC POLY VINYL CHLORIDE (PIPE) O
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ROW RIGHT OF WAY � Q �
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SS SANITARY SEWER �
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ST STREET O
STA. STATI ON �
ST-X STORM SEWER
TB THRUST BLOCK
TOF TOP OF FOUNDATION
TOP TOP OF PIPE
TRM TURF REINFORCEMENT MAT
TYP. TYP I CAL
W/ WI TH
WL WATER LINE
VC VERTICAL CURVE
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
N /A
DATE
JULY 17, 2024
SHEET
2 of 216
ALLEY TYPICAL 3ECTION 2
lLTB
ALLEYS 0, P, Q
A �.�.
1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUC110N OF PUBLIC IMPROVEI�AENTS SHALL MEEi OR
EXCEED THE STANDARDS AND SPECIFlCAl10NS SET FORTH IN THE LARIMER COUNTY URBAN AREA
STREET STANDARDS AND APPLJCABIE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLJCT
BETWEEN THESE PLANS AND THE SPECIFlCAl10NS, OR ANY APPLJCABLE STANDARDS, THE MOST
RESTRICIIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED AND APPROVED BY THE LOCAL
EN11TY.
2. ALL REFEREMCES TO ANY PUBLJSHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID
STANDARD, UNLESS SPEqFlCALLY STA'tED OTHERWISE.
3. THESE PUBLIC IMPROVEMENT CONSTRUC110N PLANS SHALL 8E VALJD FOR A PERIOD OF THREE YEARS
FROM THE DATE OF APPROVAL BY THE LOCAL EN't1TY ENGINEER. USE OF THESE PLANS AFiER THE
EXPIRAl10N DATE WILL REQUIRE A NEW REVIEW AND APPROVAL PROCESS BY THE LOCAL EN11TY PRIOR
TO COMMENCEMENT OF ANY WORK SHOWN IN THESE PLANS.
4. THE ENGINEER WHO HAS PR�ARED THESE PLANS, BY EXECU710N AND/OR SEAL HEREOF, DOES
HEREBY AFFlRM RESPONSIBILJTY TO THE LOCAL EN11TY, AS B�IEFlqARY OF SAID ENGINEERS WORK,
FOR ANY ERRORS AND OMISSIONS CONTAINED IN THESE PLANS, AND APPROVAL OF THESE PLANS BY 1HE
LOCAL EN11TY ENqNEER SHALL NOT RELJEVE THE ENGINEER WHO HAS PREPARED THESE PLANS OF ALL
SUCH RESPONSIBWTY. FURTHER, TO THE EXTENT PERMITTED BY LAW, THE ENGINE� HEREBY AGREES TO
HOLD HARMLESS AND INDEMNIFY THE LOCAI. EN11TY, AND IT5 OFFlCERS AND EMPLOYEES, FROM AND
AGAINST ALL LJABILJIIES, CLAIMS. AND DEMANDS WHICH MAY ARISE FROM ANY ERRORS AND
OMISSIONS CONTAINED IN THESE PLANS.
5. ALL SANITARY SEWER, STORM SEWER, AND WATER LJNE CONSTRUC110N. AS WELL AS POWER AND
OTHER 'DRY" U1ILJTY INSTALLAl10NS, SFIALL CONFORM TO THE LOCAL EN11TY STANDARDS AND
SPEqFlCAl10NS CURRENT AT THE DATE OF APPROVAL OF 'tHE PLANS BY 'tHE LOCAL ENTITY ENGINEER.
6. THE TYPE, SIZE, LOCAl10N AND NUMBER OF ALL KNOWN UND�GROUND U11LJ11ES ARE
APPROXIMATE WHEN SHOWN ON 'tHE DRAWINGS. IT SHALL. BE THE RESPONSIBILITY OF 'iHE DEVELOPER
TO VERIFY THE DqSTENCE AND LOCAl10N OF ALL UNDERGROUND U11LJ11ES ALONG THE ROUTE OF THE
WORK BEFORE COMMENqNG NEW CONSTRUC110N. THE DEV0.0PER SHALL BE RESPONSIBLE FOR
UNKNOWN UNDERGROUND UTILI7IES.
7. THE ENGINEER SHALL CONTACT THE U1ILJTY NOI1FlCAl10N CEMTER OF COLORADO (UNCC) AT
1-800-922-1987, AT LEAST 2 WORKING DAYS PRIOR TO BEGINNING EXCAVA'iION OR GRADING, TO HAVE
ALL REGISTERm U11L1TY LOCATIONS MARKED. OTHER UNREGISTERED UTILJTY EN11T1ES (I.E. DITCH /
IRRIGAl10N COMPANI� ARE TO 8E LOCATED BY CONTACIING THE RESPECIIVE REPRESE�ITAl1VE. U1ILJTY
SE'RVICE LATEFtALS ARE ALSO TO BE LOCATED PRIOR TO BEGINNING EXCAVATION OR GRADING. IT SHALL BE THE
RESPONSIBILJTY OF THE DEVELOPER TO RELOCATE ALL EXISIING U71LJ11ES THAT CONFLJCT WITH THE
PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS.
8. THE DEVELOPER SHALL BE RESPONSIBLE FOR PROTECIING ALL U11LJ11ES DURING CONSTRUC110N AND
FOR COORDINAl1NG WITH THE APPROPRIATE U1ILJTY COMPANY FOR ANY U1ILJTY CROSSINGS REQUIRED.
9. IF A CONFl.ICT �QS'TS BEfWEEN EXISIING AND PROPOSED UTILITIES AND/OR A DES'IGN
MODIFlCAT10N IS REQUIRED, THE DEVELOPER SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE
DES'IGN. DES'IGN MODIFlCATION(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 U1ILJTY
COMPANIES INVOLVED, TO ASSURE THAT THE WORK IS ACCOMPIJSHED IN A TIME'LY FASHION AND WITH
A MINIMUM DISRUPTION OF SERVICE. THE DEVELOPER SHALL BE RESPONSIBLE FOR CONTACIING, IN
ADVANCE, ALL PARIIES AFFECTED BY ANY DISRUP110N OF ANY U1ILJTY SERVICE AS WELL AS THE U111J1Y
COMPANIES.
11. NO NIORK MAY COMMENCE WI'iHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE
WATER SYSTEM UNTIL THE DEVELOPER NOIIFlES THE UTIIJTY PROVIDER. NOTIFlCAl10N SHALL BE A
MINIMUM OF 2 WORKING DAYS PRIOR TO COMMENCEMENT OF ANY WORK. AT THE DISCREl10N OF THE
WATER U11lJTY PROVIDER, A PRE-CONSTRUC'iION MEEIING MAY BE REQUIRED PRIOR TO
COMMENCE'�IENT OF ANY WORK.
12. THE DEVELOPER SHALL SEQUENCE INSTALLATION OF U11LJ11ES IN SUCH A MANNER AS TO MINIMIZE
POTENTIAL U111JTY CONFLlCTS. IN GENERAL, STORM SEWER AND SANITARY SEWER S'FIOUI� BE
CONSTRUCTED PRIOR TO INSTALLAl10N OF THE WATER L1NES AND DRY U11LJ11ES.
13. THE MINIMUM COVER OVER WATER L1NES IS 4.5 FEET AND THE MAXIMUM COVER IS 5.5 FEEf
UNLESS OTH�iWISE NOTED IN THE PLANS AND APPROVED BY THE WATER U1ILJTY.
14. A STATE CONSTRUC110N DEWATEftING WASTEWATER DISCHARGE PERMIT IS REQUIRED IF
DEWATERING IS REQUIRm IN ORDER TO INSTALL UT1LI11ES OR WATER IS DISCHARGED INTO A STORM
SEWER, CHANNEL, IRRIGATION DITCH OR ANY WAIERS OF THE UNITED STATES.
15. THE DEVELOPER SHALL COMPLY WITH ALL TERMS AND CONDI110NS OF THE COLORADO PERMIT FOR
STORM WATEit DISCHARGE (CONTACT COI.ORADO DEPARTMENT OF HEALTH, WATER QUALJTY CONTROI.
DMSION, (303) 692-3590), THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL
PLAN.
16. THE LOCAL ENTITY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF STORM DRAINAGE
FAqL111ES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF ONSITE DRAINAGE FAqLJ11ES SHALL 8E
THE RESPONSIBILJTY OF THE PROPERTY OWNER(S).
17. PRIOR TO FlNAL INSPECTION AND ACCEPTANCE BY THE LOCAL EN11TY, CERI1FlCAl10N OF THE
DRAINAGE FACILI't1ES, BY A REGISTERED ENqNEER, MUST BE SUBMITiED TO AND APPROVED BY 'iHE
STORMWA7ER U111JTY DEPARTMENT. CERI1FlCAl10N SHALL BE SUBMIT�ED TO THE STORMWATER UTIIJTY
DEPARTMENT AT LEAST TWO WE�CS PRIOR TO THE RELEASE OF A CERIIFlCATE OF OCCUPANCY FOR SINGLE
FAMILY UNITS. FOR COMMERCIAL PROPERIIES, CERTIFlCA'iION SHALL BE SUBMITtED TO THE
STORMWATER U111JTY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE RELEASE OF ANY BUII�ING
PERMITS IN EXCESS OF THOSE ALLOWED PRIOR TO CERIIFlCATION PER THE DEVELOPMENT AGREEMENT.
18. THE LOCAL EN11TY SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES OR INJURIES SUSTAINED IN THIS
DEVELOPMENT AS A RESULT OF GROUNDWATER SEEPAGE, WHETHER RESULIING FROM GROUNDWATER FLOODING,
STRUCTURAI. DAMAGE OR OIHER DAMAGE UNLESS SUCH DAMAGE OR INJURIES ARE SUSTAINED
AS A RESULT OF THE LOCAL EN11TY FAILURE TO PROPERLY MAINTAIN ITS WATER, WASTEWATER, AND/OR
STORM DRAINAGE FACILJIIES IN THE DEVELOPMENT.
19. ALL RECOMMENDA710NS OF THE FlNAL DRAINAGE AND EROSION CONTROL STUDY "FlNAL DRAINAGE REPORT FOR
MONTAVA SUBDIVISION PHASE E: TOWN CENTER" APRII. 26, 2023 BY TST, INC. CONSULIING ENqNEERS SHALL 8E
FOLLOWED AND IMPLEMENTED.
20. TEMPORARY EROSION CONTROL DURING CONSTRUC110N SHALL BE PROVIDED AS SHOWN ON THE
EROSION CONTROL PLAN. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY
THE DEVELOPER, UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREAS IS STABIIJZED WITH HARD SURFACE
OR LANDSCAPING.
21. THE DEVELOPER SHALL BE RESPONSIBLE FOR ENSURING THAT NO MUD OR DEBRIS SHALL BE TRAqCED
ONTO THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS
BY AN APPROPRIATE MECHANICAL MEiHOD (I.E. MACHINE BROOM SINEEP, LIqiT DUTY FRONT-END
LOADER, Ei'C.) OR AS APPROVED BY THE LOCAL ENTITY STREET INSPECTOR.
22. NO WORK MAY COMMENCE WITHIN ANY IMPROVVm OR UNIMPROVED PUBLIC RIGHT-OF-WAY
UN11L A RIGHT-OF-WAY PERMIT OR DEVELOPMd�IT CONSTRUC110N PERMIT IS OBTAINED, IF
APPLICABLE.
23. THE DEVELOPER SHAIl BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR All
APPLICABLE AGENCIES PRIOR TO COMMEM(�MEMT OF CONSTRUC110N. THE DEVELOPER SHALL NO11FY
THE LOCAL EN11TY dVqNEERING INSPECTOR (FORT COWNS - 221-6605) AND THE LOCAL dV71TY
EROSION CONTROL INSPECTOR (FORT COWNS -221-6700) AT LEAST 2 WORKING DAlrS PRIOR TO THE
START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AND ALL PUBLJC IMPROVEMENTS.
IF THE LOCAL EN11TY ENGINEER IS NOT AVAILABLE AFTER PROPER NO110E OF CONSTRUCTION ACIIVITY
HAS BEEN PROVIDED, THE DEVELOPER MAY COMMENCE WORK IN THE ENGINEER ABSENCE.
HOWEVER, THE LOCAL EN11TY RESERVES THE RI(�iT NOT TO A(:CEPT THE IMPROVE�AENT IF SUBSEQUENT
TESIING REVEALS AN IMPROPER INSTALLAl10N.
24. THE DEVELOPER SHALL BE RESPONSIBLE FOR OBTAINING SOILS TESTS WITHIN THE PUBLIC RIGHT OF-WAY AFTER
RIGHT OF WAY GRADING AND ALL U1ILJTY TRENCH WORK IS COMPLEiE AND PRIOR TO THE
PLACEMENT OF CURB, GU'�TER, S'IDEWALK AND PAVEMENT. IF THE FlNAL SOILS/pAVEMENT DESIGN
REPORT DOES NOT CORRESPOND WITH THE RESULTS OF THE ORIqNAL GEOTECHNICAL REPORT, THE
DEVELOPER SHALL BE RESPONSIBLE FOR A RE-DESIqJ OF THE SUB�CT PAVEMENT SEC110N OR, THE
DEVELOPER MAY USE THE LOCAL EN11TY'S DFF'AULT PAVEMENT THICKNESS SEC110N(S). REGARDLESS
OF THE OP110N USED, ALL FlNAL SOILS/PAVEI�IENT 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, GU?iER,
SIDEWALK, BASE AND ASPHALT SHALL NOT OCCUR UN11L THE LOCAL EM11TY ENGIN�R APPROVES THE
FlNAL REPORT.
25. THE CONTRACTOR SHALL HIRE A LICENSED �IGINEER OR LAND SURVEYOR TO SURVEY THE
CONSTRUCTED ELEVAl10NS OF THE STREET SUBGRADE AND THE GUTTER FLOWLINE AT ALL INTERSEC710NS.
INLEt'S, AND OTHER LOCAl10NS REQUESTED BY THE LOCAL ENTITY INS'PECTOR. THE ENGINEER OR
SURVEYOR MUST CERIIFY IN A LEiTER TO THE LOCAL EM11TY THAT THESE ELEVAl10NS CONFORM TO THE
APPROVED PLANS AND SPECIFlCA710NS. ANY DEVIAl10NS SFiALL BE NOTED IN THE LEI'T'ER AND THEM
RESOLVED WITH THE LOCAL EN11TY BEFORE INSTALLATION OF BASE COURSE OR ASPHALT WILL BE
ALLOWED ON THE STREETS.
26. ALL U111J1Y INSTALLATIONS WITHIN OR ACROSS 'THE ROADBED OF NEW RES'IDENTIAL ROADS MUST BE
COMPLEi'ED PRIOR TO THE FlNAL STAGES OF ROAD CONSTRUC110N. FOR THE PURPOSES OF THESE
STANDARDS, ANY WORK EXC�T 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 RmUCE THE
DCCAVA710N NECESSARY FOR BUILDING CONNEC710NS.
27. PORTiONS OF LARIMER COUNIY ARE WITHIN OVERLAY DISIRICTS. THE LARIM�t COUNTY
FLOODPLAIN RESOLU110N S'tiOULD BE REFERRED TO FOR ADDI110NAL CRITERIA FOR ROADS WITHIN THESE
DISIRICTS.
28. ALL ROAD CONSTRUC110N IN AREAS DESIGNATED AS WILD FlRE HAZARD AREAS SHALL BE DONE IN
ACCORDANCE WITH THE CONSTRUC110N CRITERIA AS ESTABLISHED IN THE WILD FlRE HAZARD AREA
MI7IGATION REGULA710NS IN FORCE AT 'tHE 11ME OF FlNAL PLAT APPROVAL
29. PRIOR TO THE COMM�ICEM�IT OF ANY CONSTRUC110N, THE CONTRACTOR SHALL COt�ITACT THE LOCAL
F�d11TY FORESIER TO SCHEDULE A SIIE INSPEC110N FOR ANY TREE REMOVAL REQUIRING A PEi2MIT.
30. THE DEVELOPER SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LJMITED
T0, EXCAVATION. 'tRENCHING. SHORING, TRAF�-lC CONTROL. AND SECURITY. RE'�R TO OSHA
PUBL1CAl10N 2226, EXCAVAl1NG AND TRENCHING.
31. THE DEVELOPER SHALL SUBMIT A CONSIRUC110N TRAFFlC CONTROL PLAN, IN ACCORDANCE WI7H
MUTCD, TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY. (LOCAL EN11TY, COUNTY OR STAT�, FOR
APPROVAL. PRIOR TO ANY CONSTRUC110N ACIIVITIES 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 CONSTRUC110N AC11VI71ES.
32. PRIOR TO THE COMMENCEMEMT OF ANY CONSTRUC110N 7HAT WILL AFFECT TRAFFlC S'IGNS OF ANY
TYPE, THE CONTRACTOR SHALL CONTACT LOCAL EN11TY TRAFFlC OPERAl10NS D�ARTMENT, WHO WILL
TENIPORARILY REMOVE OR R0.0CATE THE SIGN AT NO COST TO THE COt�ITRACTOR; 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 RES'PONSIBLE FOR ALL COSTS FOR 'THE INITIAL INSTALLAl10N OF TRAFFlC SIGNING
AND STRIPING FOR THE DEVELOPMENT RELATED TO THE DEVELOPMENTS LOCAL STREET OPERAl10NS. IN
ADDI110N, THE DEVELOPER IS RESPONSIBLE FOR ALL COSTS FOR TRAFFlC SIGNING AND STRIPING RELATED
TO DIRECIING TRAFFiC At:CESS TO AND FROM THE DEVELOPMENT.
34. THERE S'tiALL BE NO SITE CONSTRUC110N AC11VI11ES ON SATURDAYS, UNLESS SPECIFlCALLY
APPROVED BY THE LOCAL EN11TY ENGINEER, AND NO SSITE CONSiRUCTION AC11VI11ES ON SUNDAYS OR
HOLJDAYS, UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE LOCAL ENTITY.
35. 1HE DEVELOPEi2 IS RES'PONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE
COMPLEiION OF THE INTENDED IMPROVEMEN75, SHOWN ON THESE DRAWINGS, OR DES�GNA7ID TO BE
PROVIDED, INSTALLED, OR CONSTRUCTED, UNLESS S'PECIFlCALLY NOTED OTHERWISE.
36. DIMF]JSIONS FOR LAYOUT AND CONSTRUC110N ARE NOT TO BE SCALED FROM ANY DRAWING. IF
PER11N�IT DIMENSIONS ARE NOT SHOWN, CONTACT THE DESIGNER FOR CLARIFlCAl10N, AND ANNOTATE
1HE 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 SPEqFlCATIONS, AND A COPY OF ANY
PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB.
38. IF, DURING 1NE CONSTRUC110N PROCESS, CONDI110NS ARE ENCOUNTERED WHICH COULD INDICA'iE A
SITUATION THAT IS NOT IDENTIFlED IN THE PLANS OR SPEqFlCAT10NS, THE DEVELOPER SHALL CONTACT
THE DESIGNER AND THE LOCAL EN11TY ENGINEER IMMEDIAIAY.
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 TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTOR(S) SHALL SUBMIT RECORD
DRAWINGS TO THE LOCAL ENTITY ENGtNEER.
40. 1HE DES'IGNER SHALL PROVIDE, IN THIS LOCATION ON 1HE PLAN, 1HE 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�OCAL EN11TY SURVEY.
B.M.NUMBER 36-01, EIEV.=5006.60' (NAVD88),
DESCRIPTION: A 3�" BRASS CAPPED MONUMENT IN OLD MONUMENT BOX ON CEWTERLJNE OF qDDINGS RD.,
APPROX. 0.5 MILES NOR'tH OF EAST MOUNTAIN VISTA DR. ON 'THE Y CORNER MONUMENT.
B.M NUMBER 34-01, ELEV.=5026.59 (NAVD88),
DESCRIP't10N: A 2" ALUMINUM DISK ON THE EAST END OF A HEADWALL OVER AN IRRIGA'T10N DITCH THAT IS
APPROXIMATELY 110 FEET NORTH OF' RICHARDS LAKE ROAD AND 200 FEET EAST OF THOREAU DRIVE.
41. ALL STAl10NING IS BASED ON CENTERIJNE OF ROADWAYS UNLESS OTHERWISE NOIED.
42. DAMA(�D CURB, GUTTER AND SIDEWALK DqS11NG PRIOR TO CONSTRUC110N, AS WELL AS EXISIING
FENCES, TREES, STREETS. S�DEWALKS, CURBS AND GUTtERS, LANDSCAPING, STRUC'1URES, AND
S
IMPROVEMENTS DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUC110N OF THIS PROJECT, SHALL
BE REPLACED OR RESTORED IN LJKE KIND AT THE DEVELOPERS EXPENSE, UNLESS OTHERWISE
INDICATED ON THESE PLANS, PRIOR TO THE AC(�PTANCE OF COMPIETED IMPROVEMEN75 AND/OR PRIOR
TO THE IS'SUANCE OF THE FlRST CERTIFlCATE OF OCCUPANCY.
43. WHEN AN �QSi1NG ASPHALT STREET MUST BE CUT, THE STRF�' MUST BE RESTORED TO A CONDI110N
EQUAL TO OR BETI'ER THAN ITS ORIGINAL CONDITION. THE EXISIING STREET CONDITION 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 THE EXISTING SURFACE. ALL LARGE PATCHES SHALL BE
PAVED WITH AN ASPHALT LAY-DOWN MACHINE. IN STREEiS WHERE MORE THAN ONE CUT IS MADE, AN
OVE'RLAY OF THE EN11RE STREET WIDTH, INCLUDING THE PATCHED AREA, MAY BE REQUIRED. 1HE
D�IERMINAl10N OF NEED FOR A COMPIETE OVERLAY SHALL BE MADE BY THE LOCAL ENTITY ENGINEER
AND/OR THE LOCAL EN11TY INSPECTOR AT THE 11ME THE CUTS ARE MADE.
44. UPON COMPLE110N OF CONSTRUC110N, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDI110N
EQUAL T0, OR BEiTER THAN, THAT WHICH bqSTED BEFORE CONSTRUC110N, OR TO THE GRADES AND
CONDITION AS REQUIRED BY THESE PIANS.
45. STANDARD HANDICAP RAMPS ARE TO BE CONSTRUCTED AT ALL CURB RETURNS AND AT ALL `T"
INTERSEC110NS.
46. AFTER ACCEPTANCE BY THE LOCAL EN11TY, PUBLJC IMPROVEMENTS DEPICTED IN THESE PLANS
SHALL BE GUARANTEED TO BE FREE FROM MATERIAL AND 1I�RKMANSHIP DEFECTS FOR A MINIMUM
PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTAN(�.
47. THE LOCAL EN11TY SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF ROADWAY AND
APPURTENANT IMPROVEMENTS, INCLUDING STORM DRAINAGE STRUCTURES AND PIPES, FOR THE
FOLLOWING PRIVATE STREEIs: ALLEY A, ALLEY B, ALLEY C, ALLEY D, ALLEY E, ALLEY F, ALLEY G, ALLEY H
ALLEY I, ALLEY J, AND ALLEY K
48. APPROVED VARIANCES FOR THE PROJECT ARE LJSTED AS FOLLOWS:
-THREE LEG "Y STREET INTERSEC110N
B�
1. ALL STREEi CONSTRUC710N IS SUB�CT TO THE GENERAL NOTES ON THE COVER SHEET OF THESE PLANS AS WELL
AS THE STREEf IMPROVEMENTS NOTES IJSTED HERE.
2. A PAVING SECTION DESIGN, S'IGNED AND STAMPED BY A CO�ORADO LI(�NSED ENGINEER, MUST 8E SUBMITTED TO
THE LOCAL EN11TY ENGINEER FOR APPROVAL, PRIOR TO ANY STREET CONSTRUC110N ACTIVITY, (FULL DEPTH
ASPHALT SECTIONS ARE NOT PERMIT�ED AT A DEP11-1 GREATER THAN 8 INCHES OF ASPHALT�. THE J08 MIX SHALL
BE SUBMITTED FOR APPROVAL PRIOR TO PLACEMENT OF ANY ASPHALT.
3. WHERE PROPOSED PAVING ADJOINS bqS11NG ASPHALT, THE bpST1NG ASPHALT SHALL BE SAW CUT, A MINIMUM
DISTANCE OF 12 INCHES FROM THE DqS11NG EDGE, TO CREATE A CLEAN CONSTRUCTION JOINT. THE DEVELOPER
SHALL BE REQUIRED TO REMOVE EXISIING PAVEMENT TO A DISTANCE WHEJ�E A CLEAN CONSTRUC110N 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 SUBBAS'E
INSTALLAl10N. NO BASE MATERIAL SHALL BE LAID UNT1L THE SUBGRADE HAS BEE�1 INSPECTED AND APPROVED BY
THE LOCAL ENTITY ENGINEER.
5. VALVE BOXES AND MANHOLES ARE TO BE BROUqiT UP TO GRADE AT THE 11ME OF PAVEMENT PLACEMENT OR
OVERLAY. VALVE BOX ADJUSIING RINGS ARE NOT ALLOWED.
6. WHEN AN EXISIING ASPHALT STREET MUST BE CUT, THE STREEi MUST BE RESTORED TO A CONDITtON EQUAL TO
OR BEiTER THAN ITS ORIGINAL CONDI110N. THE EXISIING STREET CONDITION SHALL BE DOCUMENTED BY THE
INSPECTOR BEFORE ANY CUTS ARE MADE. CUTTING AND PATCHING SHALL BE DONE IN CONFORMANCE NATH
CHAPTER 25, RECONSTRUC110N AND REPAIR. THE FlNISHED PATCH SHALL BLEND SMOOTHLY INTO THE bpS11NG
SURFACE. THE DETERMINAl10N OF NEED FOR A COMPLEiE OVERLAY SHALL BE MADE BY THE LOCAL EN11TY
ENGINEER. ALL OVEJ�LAY WORK SHALL BE COORDINATED WITH ADJA(�NT 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 SPEqFlED IN
M.U.T.C.D. (INCLUDING COLORADO SUPPLEMENT� AND AS PER THE RIGHT-OF-WAY VI�RK PERMIT TRAFFlC CONTROL
PLAN.
8. 1HE DEVELOPER IS REQUIRED TO PERFORM A GUT'IER WATER Fl,OW 1EST IN THE PRES'ENCE OF THE LOCAL EN'i1TY
INSPECTOR AND PRIOR TO INSTALLATION OF ASPHALT. GUTTFRS THAT HOLD MORE THAN �Xi 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 CONCREIE WITHIN THE STREET AND AFTER MOISTURE/DENS'ITY TESTS HAVE
BEEN TAKEN ON THE SUBGRADE MATERIAL (WHEN A FULL DEPTH S'ECTION IS PROPOSED) OR ON THE SUBGRADE
AND BASE MATERIAI. (WHEN A COMPOSI'�E SEC710N IS PROPOSED), A MECHANICAL "PROOF ROLL" WILL BE
REQUIRED. THE EN11RE SUBGRADE AND/OR BASE MATERIAL SHALL BE ROLLED WITH A HEAVILY LOADED V�iICLE
HAVING A TOTAL GVW OF NOT LESS 1NAN 50,000 LBS. AND A SINGLE AXLE VY�GHT OF AT LEAST 18,000 LBS.
WITH PNEUMA'�C TIRES INFIA'�ED TO NOT LESS THAT 90 P.S.I.G. `PROOF ROLL" VEHICLES SHALL NOT 1RAVEL AT
SPEEDS GREATER THAN 3 M.P.H. ANY PORTION OF THE SUBGRADE OR BASE MATERIAL WHICH EXHIBITS D(CESSIVE
PUMPING OR DEFORMAl10N, AS DETERMINED BY THE LOCAL EN11TY ENGINEER, SHALL BE REWORKED, REPLACED OR
OTHERWISE MODIFlED TO FORM A SMOOTH. NON-YIELDING SURFACE. 7HE LOCAI. ENTITY ENGINEER SHALL BE
NO11Flm AT LEAST 24 HOURS PRIOR TO THE 'PROOF ROLL" ALL 'PROOF ROLLS" SHALL BE PREFORMED IN THE
PRESENCE OF AN INSPECTOR.
C. TRAFF�C BK�NINO AND PAVEMENT MARIONO NO�iEB
1. ALL SIGNAGE AND MARKING IS SUBJECT TO 'iHE GENERAL NOTES ON THE COVER SFIEET
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 EN11TY STANDARDS AND THESE PLANS OR AS
OTHERWIS'E SPEqFlED IN MUTCD.
LARIMER COUNTY URBAN AREA STREET STANDARDS -REPEALED AND REENACTED AUGUST 1, 2021 PAGE E-2-5
ADOPTED BY LARIMER COUNTY, qTY OF LOVELAND, CITY OF FORT COWNS
4. ALL LANE IJNES FOR ASPHALT PAVEMENT SHALL REC�VE TWO COATS OF LAlEX PAINT
w�ni c�nss e�ws.
5. ALL LANE IJNES SHALL BE I.ATEX PAINT.
6. PRIOR TO PERMANENT INSTALLAl10N OF TRAFFlC STRIPING AND SYMBOLS, THE
DEVELOPER SHALL PLACE TEMPORARY TABS OR TAPE DEPIC7ING AUC�IMENT AND
PLACEMENT OF THE SAME. THEIR PLACEMENT SHALL BE APPROVED BY THE LOCAL
EN11TY ENGINEER PRIOR TO PERMANENT INSTALLAl10N OF STRIPING AND SYMBOLS.
7. PRE-FORMED TH�tMO-PLASIIC APPLJCAl10NS SHALL BE AS SPEqFlED IN THES'E PLANS
AND/OR THESE STANDARDS.
8. LATEX PAINT APPLICAl10NS SHALL BE APPLJED AS SPECIFlED IN CDOT STANDARD
SPEqFlCAl10NS FOR ROAD AND BRIDGE CONSTRUC710N.
9. ALL SURFACES SHALL BE THOROUqiLY CLEANED PRIOR TO INSTALLAl10N OF STRIPING OR
MARKINGS.
10. ALL SIGN POSTS SHALL U11LIZE BREAK-AWAY ASSEMBLJES AND FASTENERS PER THE
STANDARDS.
11. A FlELD INSPEC110N OF LOCAl10N AND INSTALLATION OF ALL SIGNS SHALL BE
PERFORMED BY THE LOCAL ENTITY ENGINEER. ALL DISCREPANqES IDENIIFlED
DURING 'THE FlELD INSPEC710N MUST BE CORRECIED BEFORE 1HE 2-YEAR WARRANTY
PERIOD WILL BEqN.
12. THE DEVELOP�2 INSTALLJNG SIGNS SHALL BE RESPONSIBLE FOR LOCAl1NG AND
PROTECIING ALL UNDERGROUND U71LJ11ES.
13. SPECIAL CARE SHALL BE TAKEN IN SIGN LOCATION TO ENSURE AN UNOBSIRUCTED VIEW
OF EACH S'IGN.
14. SIGNAGE AND STRIPING HAS BE�1 DETERMINED BY INFORMAl10N AVAII.ABLE AT THE
11ME OF REVIEW. PRIOR TO INITIATION OF 'THE WARRANTY PERIOD, THE LOCAL EN71TY
ENqNEER RESERVES THE RIGHT TO REQUIRE ADDITIONAL SIGNAGE AND/OR STRIPING IF
THE LOCAL EMTITY ENGINEER DETERMINES THAT AN UNFORESEEN CONDI'�ON
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 CONSIRUCTION (DCCEPT FAIR WEAR ON 1RAfFlC
MARKINGS).
15. SLEEVES FOR SIGN POSTS SHALL BE REQUIRED FOR USE IN ISLANDS/MEDIANS. REFER
TO CHAPTE"F2 14, 'tRAFFiC CON7ROL DEVICES, FOR ADDI'itONAL DEi'AIL
16. CON'iRACTOR IS RESPONSIBLE FOR REMOVING ALL ANCHORS. POS75, SIGNS AND/OR
DELJNEATORS IN CONSTRUC110N AREA. CONTRACTOR MAY KEEP 'tHE S'IGNS, OR CALL
THE CITY TRAFFlC DIVISION TO HAVE THEM REMOVED.
17. NO `RESET"ANCHORS, POS'T5, SIGNS, AND/OR DEIJNEATORS WILL BE ACCEPTED.
18. ALL ANCHORS, POSTS, SIGNS, AND/OR DEiJNEATORS SHALL BE NEW AND BE CONSISTENT
WITH 'tHE LCUASS CRITERIA.
LARIMER COUNTY URBAN AREA STREEi STANDARDS -REPEALED AND REEMACTED AUGUST 1, 2021 PAGE E-2-6
ADOPIED BY LARIMER COUNTY, qTY OF LOVELAND, CITY OF FORT COWNS
a
1. 1HE CITY OF FORT COWNS SHALL NOT BE RESPONSIBLE FOR THE MAINTENANCE OF
STORM DRAINAGE FAqL111ES LOCATED ON PRIVATE PROPERTY. MAINTENANCE OF
ONSIlE DRAINAGE FAql171ES S'FIALL BE 'iHE RESPONSIBILJTY OF 'THE PROPERTY
OWNER(S).
2. ALL RECOMMENDA710NS OF 'iHE FlNAL DRAINAGE AND EROSION CON'iROL STUDY
"FlNAL DRAINAGE REPORT FOR MONTAVA SUBDIVISION PHASE E: TOWN CF�ITEFt". DATED
APRIL 26, 2023 BY TST, INC. CONSULIING ENGINEERS SHALL BE FOLLOWED
AND IMPLEMENTED.
3. PRIOR TO FlNAL INSPEC110N AND ACCEPTANCE BY THE qTY OF FORT COWNS,
CER7IFlCATION OF 1HE DRAINAGE FACWTIES, BY A REqSTERED ENGINEER. MUST BY
SUBMITIED TO AND APPROV� BY THE STORMWATER U1ILITY DEPARTMF�IT.
CERI1FlCAl10N SHALL BE SUBMITTED TO THE STORMWATER U1ILJTY D�ARTMENT AT
LEAST 'iW0 WEEKS PRIOR TO THE RELEASE OF A CER'I1FlCA'TE OF OCCUPANCY FOR S'INGLE
FAMILY UNI15. FOR COMMERqAL PROPERTIES, CERTiFlCATiON SHALL BY SUBMI'tIED
TO THE STORMWATER U1ILJTY DEPARTMENT AT LEAST TWO WEEKS PRIOR TO THE
RELEASE OF ANY BUILDING PERMITS IN DCCESS OF 'iHOSE ALLOWED PRIOR TO
CERTIFlCAl10N PER THE DEVELOPMENT AGREE'�IENT.
4. S'EE qTY OF FORT COWNS STORMWA'TER CRIlER1A MANUAL -APPENDIX F
CONSTRUCTION CON'TROL MEASURES STANDARD NOTES AND STANDARD EROSION
CONTROL NOTES.
E
THE FOLLOWING INFORMATION IS CONDENSED FROM THE CURRENT 'STANDARD CONSTRUC110N
S'PEqFlCA710N FOR SEWER MAINS" AS ADOPTED BY 'tHE BOXELDER SANITATION DISTRICT (DISTRIC'I'�
AND IS TO BE CONSIDERED AS SUCH. IN THE EVENT OF ANY QUES710N THE FULL DOCUMENT SHALL
TAKE PRECEDENCE.
1. DpST1NG U1ILJTY LOCATES: IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO
COORDINATE FlELD LOCATES OF ALL DqS11NG U11LJ11ES PRIOR TO COMMEN(�MENT OF ANY
CONSTRUCTION. CONTRACTOR SHALL ALSO NOTIFY ALL AFFECIED UTILITY COMPANIES PRIOR TO
COMMENqNG CONSTRUCTION. IN THE EVENT OF DAMAGE TO ANY EXISIING U11L1TY, THE
CONTRACTOR SHALL IMMEDIATELY NO11FY THE OWNER OF THE UTILITY INVOLVED AND UNLESS
AUTHORIZED IN WRIIING BY THE OWNER OF 'tHE SUBJECT U1ILITY, SHALL NOT AITEMPT TO
MAKE REPAIRS. THE COST OF REPAIRS SHALL BE THE RESPONSIBILJTY OF THE CONTRACTOR.
2. DISIRICT OWN� EASEMENT PICTURES: CONTRACTOR TO PROVIDE SEQU�IIIAL DIGITAL
PICTURES SPACED AT NO MORE THAN 300 FEEi DEiAILJNG CONDI110NS OF THE OFF-SITE
BOXELDER OWNED EASEMENT CONDI110NS AND ANY STRUCTURES THAT COULD BE
AFFECIED, TO THE DIS7RICT AND 'iHE PROPERTY OWNER PRIOR TO THE START OF ANY OFF-SI'tE WORK
THESE PICTURES SHALL INCLUDE ALL EXISIING FENCE, DITCHES, DITCH S7RUCTURES,
OUT BUILDINGS, WATER TROUGHS, TREES AND ALL OTHER LANDSCAPING. PICTURES ARE TO
BE PLA(�D AT NO MORE THAN FOUR (4) PICTURES ON A 11X8 SHEET OF PHOTO PAPQt
INSERTED INTO TRANSPARENT SLEEVES AND DELIVERED WITH THE DRAWINGS OF RECORD IN
A THREE (3) RING BINDER.
3. PROTEC110N OF PROPERTY: CONTRACTOR SHALL CONIINUOUSLY MAINTAIN ADEQUATE
PROTEC110N FROM DAMAGE OF ALL PUBLIC AND PRIVATE PROPERTY THROUGH WHICH THE
WORK IS DONE.
4. SAFETY ALL SEWER MAIN INSTALLATION WITHIN THE DISTRICT SHALL BE SUBJECT TO
CURRENT (OCCUPATIONAL SA�TY AND HEATH ASSOCIAl10N (OSHA) AND THE
COLORADO SAFEiY ASSOCIAl10N, (CSA) SAFETY REQUIREMENTS. CONTRACTOR SHALL
ALSO COMPLY WITH ANY AND ALL REQUIREMENTS AND REGULAl10NS AS SEi FORTH BY
anr. COUNTY. STAIE AND FEDERAL AGEMCIES HAVING APPLICABIE AUTHORITY.
5. START OF CONSTRUC110N: NO CONSTRUCTION SHALL BEqN WITHOUT PRIOR DESIGN REVIEW
OF THE DISTRICT. THE DISTRICT SHALL BE NO11Fl� 48 HOURS IN ADVANCE OF STARTING
CONSTRUC110N OR TESIING TO ALLOW FOR SCHEDUIJNG.
6. ROAD DCCAVATION PERMITS: IN EVENT THAT STATE, COUNTY OR CITY ROAD EXCAVAl10N
PERMIT(S) ARE REQUIRED. THE CONTRACTOR IS RESPONSSIBLE FOR OBTAINING AlL ROAD
PERMITS WHICH MAY BE REQUIRED.
7. OTHER PERMITS: THE CONIRACTOR SHAIl BE RES'PONSIBLE FOR OBTAINING ALL PERMITS
REQUIRED FOR CONSTRUCTION.
8. REVISIONS: NO VERBAL AUTHORIZAl10N FOR FlELD REVISION SHALL BE GIVE'N. ALL
REQUESTS FOR FlELD REVISION SHALL BE MADE IN WRITING ACCOMPANIED BY PROPOSED
CHANGE INDICA7ID ON COPY OF THE APPROVED DESIGN DRAWINGS. ANY FlELD
REVISION APPROVED AND INSTALIFD SHALL. ALSO BE ACCURA'IELY DOCUMENTED ON THE
DRAWINGS OF RECORD.
e. MATatIALS: PLASTiC PIPE �1LL GRAVITY SANITARY SEWER PIPING SHALL BE POLIMNYL
CHLORIDE (PVC) UNLESS OTHERWISE NOTED ON THE APPROVED DRAWINGS. PIPE 15"
AND SMALLER SHALL CONFORM TO ASTM D3034, TYPE PSM, AND SDR 35. PIPE 18°
AND LARGER SHALL CONFORM TO AS'�M F679. ALL FlTTiNGS SHALL BE (PVC) UNLESS
OTHERWISE NOTED.
10. PIPE COVER: A MINIMUM COVER OF 3-1/2 FEE�' OF COVER SHALL BE MAINTAINED
THROUGHOUT THE SEWER LJNE AND SERVICE LINE INSTALLAl10N.
11. BEDDING: ALL SEWER MAIN INSTALLATION SHALL INCLUDE BEDDING. BEDDING SHALL BE
�" WAStiED ROCK UNIFORMLY GRADm AND COMPACTED. REFER TO FORCE MAIN DESIGN
FOR FORCE MAIN BEDDING REQUIR�IENTS. TRENCH SHALL BE D(CAVATED TO A D�TH
BELOW ESTABIlSHED GRADE EQUAL TO j4 OF PIPE DIAMEIER (MIN. 4'�. BELL
DEPRESS70NS SHALL 8E PROVIDED FOR ALL JOINTS. IN EVENT THAT UNSTABLE TRENCH
CONDI110NS ARE ENCOUNTERED AT PIPELJNE GRADE 1-1/2"UNIFORMLY GRADED WASFIED
ROCtC SHALL BE USED FOR STABILIZAl10N. BEDDING MAT�tIAL SHALL BE PLACED AND
COMPACIID UNDER AND AROUND S'IDES OF THE PIPE. PLACE BEDDING IN SUCH A
MANNER AS TO PROVIDE SOLJD, UNIFORM BEARING SURFACE FOR FULL LENGTH OF BARR0..
MINIMUM 30"INIIIAL IJF I' ABOVE PIPE BEFORE OTHER THAN HAND COMPAC110N
EQUIPMENT IS TO BE USED. NOTE MAXIMUM TRENCH WIDTH DETAIL
12. BACKFlLL• BACKFlWNG OF TRENCH SHALL BE P�tFORMED AS SOON AS PRACTICAL,
SUBSEQUENT TO INSPEC110N AND APPROVAL BACKFlWNG OF ACCEPTABLE MATERIAL
SHALL NOT BE PLACED IN LIFTS OF GREATER THAN ONE (1) FOOT. BACKFlLL SHALL BE
COMPACTED TO 9596 OF OPIIMUM DENSITY IN ROADWAY AND RESIDENTIAL AREAS AND
9096 IN ALL OFF-SITE EASEMENT AREAS UNLESS OTHERWISE NOTED. COMPAC110N
TESTING OF BEDDING AND BACK FlLL SHALL BE AT LEAST FlVE TESTS PER 1,000 FEET AND
AT VARYING DEPTHS AND LOCATIONS IN ACCORDANCE WITH 1HE REQUIREMENTS OF THE
APPLJCABLE AUTHORITY OR AS REQUIRED IN PRO�CT S'PEGFlC SPECIFlCAl10NS.
13. CONCRE�E: ALL CONCREIE CONSTRUCTION SHAIl BE COMPLEIED U111JZING 3,000 PSti AT
'TWENTY-0(�IT (28) DAYS OR EQUAL CONCRETE.
14. PAV�I�IT OR O1NER REPAIRS: IN EVENT THAT AS'PHALT OR CONCRETE PAVEMENT,
SIDEWALKS, STORM SEWEftS, WATERLINE OR ANY OTHER PUBIJC OR PRIVATE'LY OWNED
PROPERTY IS DAMAGED OR REQUIRES RECONSTRUC110N DUE TO THE WORK. REPAIRS OR
REPLACEMENT WILL BE MADE IN ACCORDANCE WITH THE REQUIREMENTS OF THE
APPROPRIATE GOVERNING AUTHORITY. PRIVATE PROPERTY WILL BE RETURNED TO ITS
ORIGINAL CONDI110N OR AS CLOSE TO ORIqNAL CONDITION AS REASONABLY POSSIBLE.
UNLESS OTHERWISE NOTED ON THE DRAWINGS.
15. SERVICE TAPS ON DqST1NG L1NES: ALL TAPS MADE ON bqST1NG LINES SHALL BE
COMPLETED AT DEVELOPER S EXPEMSE BY DISTRICT PERSONN0. OR 'tHE DISTRICTS
AUTHORIZED CONTRACTOR WITH NO EXCEPTION.
16. INS'PEC110N: CONSTRUC?lON SHALL CONFORM TO DISTRICT STANDARDS AND
SPEqFlCA710NS OR PROJECT SPECIFlC SPEqFlCAl10NS AT ALL TIMES. THE DISTRICT SHALL
INSPECT THE CONSTRUCTION AS NECESSARY AND SHALL OBSERVE ALL LJNE TESIING. THE
DISTRICT SHALL HAVE 1HE AUTHORITY TO ASCERTAIN THAT ALL CONSTRUC110N OF FACILITIES IS
EQUAL TO OR BEIiER THAN MINIMUM CONSTRUCTION REQUIREMENTS AS SET FORTH IN.
17. TESIING ALL L1NES SHALL BE PRESSURE TESTED AND FLUSHED BY THE CONTRACTOR IN
A(:CORDANCE WITH DISTRICT STANDARDS AND SPECIFlCATIONS AND UNDER THE DISTRICTS
SUPERVISION. UPON PASSING, COPIES OF ALL PASSING TEST RESULTS INCWDING SOILS
COMPACTION IN THE AREA OF SEWER MAIN CONSTRUC110N SHALL BE PROVIDED TO THE
DISTRICT.
18. ACCEPTANCE: UPON COMPLETION OF ALL UTiL1TY CONSTRUC110N (SEWER AND OTHER) AND
FULFlLLMENT OF ALL DISTRICT REQUIREMENTS, PREIIMINARY ACCEPTANCE OF NEW SEWEft
SYSTEM IMPROVEMENTS WILL OCCUR IN ACCORDANCE WITH DISTRICTS ACCEPTANCE
PROCEDURE.
19. WARRANTY: THE CONTRACTOR SHALL WARRANT THE MATERIALS, INSTALLATION,
WORKMANSHIP AND SURFACE RESTORATION FOR A PERIOD OF TWO YEARS FROM DATE OF
PREIJMINARY ACCEPTANCE. DURING THIS WARRANTY PERIOD THE DEVELOPER SHALL
PROMPTLY REPAIR ANY DEFECTS IN THE WORK AND MAINTAIN THE WORK AREA. AT THE
CLOSE OF 11iE 'IWO-YEAR WARRANTY PERIOD THE DISTRICT WILL MAKE A FlELD INSPECTION.
UPON SAl1SFACTORY CORREC110N OF ANY DEFlqENqES NOTED THE DISTRICT WOUID MAKE
FlNAL ACCEPTANCE OF THE LJNES AND WORK. THE LINES AND THE APPURTENANCES
SHALL THEN BECOME THE SOLE PROPERTY AND RESPONSIBILJIY OF BOXELDEit SANITAl10N
DISTRICT.
20. DRAWINGS OF RECORD AND TOTAL COSTS: WITHIN 90 DAYS OF PRELlMINARY
ACCEPTANCE OF THE NEW FACILIIIES, THE DISTRICT SHALL BE PROVIDED WITH ACCEPTABLE
DRAWINGS OF RECORD OF THE COMPLETE SYSTEM CONSISIING OF TWO SETS OF FlLL SIZE
REPRODUCED PRINTS, 1W0 SETS OF �¢-SIZE REPRODUCED PRINTS, ONE SEi OF 6 MIL
DOUBLE MATTED REPRODUCIBIE MYLARS AND ONE COMPLEi'E DIGITAL FlLE EQUIVALENT
(SOFTWARE AND VERSION TO BE CONFlRM� AT T1ME OF DELIVERI�. WRITTEN
CONFlRMAl10N OF THE TOTAL COST OF ALL SEWER SYSTEM IMPROVEM�ITS SHALL ALSO BE
SUBMI'I'TED WITH THE DRAWINGS OF RECORD.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
N /A
DATE
JULY 17, 2024
SHEET
3of216
F.
THE FOLLOWING INFORMAl10N IS CONDENSED FROM THE CURRENT "STANDARD CONSTRUC110N
SPEqFlCAT10NS FOR WATER MAINS" (SPEqFlCAl10N) AS ADOPTED BY THE EAST LARIMER COUNTY
WATER DISTRICT ( ELCO' OR UISTRICT) AND IS TO BE CONSIDER� AS SUCH. IN 1'HE EVENT OF ANY
CONFLICT THE FULL DISTRICT SPECIFlCAl10N DOCUMENT SHALL TAKE PRE(:EDENCE OVER THESE GENERAL
NOTES.
1. STANDARDS AND SPECIFlCAl10NS: CONSTRUCTION SHALL BE PER THE DISTRICT
SPEqFlCAT10NS IN EFFECT AT THE START OF CONSTRUC110N. MATERIAL OR EQUIPMENT SHALL BE
MANUFACTURED PER THE MOST RECENT VERSION OF APPIJCABLE INDUSTRY STANDARDS.
2. LOCATES: CONTRACTOR SHALL COORDINATE FlELD LOCATES OF ALL EXISTING U11L1T1ES PRIOR TO
COMMENCF�IENT OF ANY CONSTRUCTION AND AS REQUIRED NO11FY ALL AFFECTED UTILITY COMPANIES
PRIOR TO COMMENCING CONSTRUC110N. COST OF REPAIRS TO ANY U1ILJTY DAMAGED DURING DISTRICT
WATERLINE INSTALLAl10N SHALL BE THE RESPONSIBWTY OF THE CONTRACTOR.
3. DAMAGE TO PROP�2TY: CONTRACTOR SHALL CONIINUOUSLY MAINTAIN ADEQUATE PROTEC110N
FROM DAMA(� OF ALL PUBLJC AND PRIVATE PROPERTY THROUGH WHICH THE WORK IS DONE AND SHALL
BE FULLY RESPONSIB�E FOR ALL COSTS ASSOqATED WI1H DAMAGE TO ANY AND ALL PUBLIC AND PRIVATE
PROPERTY.
4. SAFE PY CONTRACTOR SHALL COMPLY WITH ANY AND ALL REQUIREMENTS AND REGULAl10NS AS
SEi FORTH BY ANY LOCAL, CITY. COUNTY. STATE OR FEDERAL AGENCY HAVING APPLICABLE AUTHORITY.
5. LANDSCAPING ADJACENT TO DISTRICT WA'tERIJNES: NO LANDSCAPING (BUS'hIES, SHRUBS.
TREES OR OTHER PLAN7INGS) THAT HAS A MATURE H�GHT OF OVER 3 FEEi (3-FT) SHALL BE PLACED
WITHIN TEN FEET (10-F� OF ANY DISTRICT WATERLJNE OR APPURTENANCE (DISTRIBU110N MAIN, S'ERVICE
UNE, FlRE HYDRANT, METER, ETC.). BUSHES OR SHRUBS WIIH A MATURE H�GHT OF LESS THAN 3-F,'
SHALL BE PLACED A MINIMUM 4-FT FROM ANY DISTRICT WATERLJNE OR APPURTENANCE. THE DISTRICT
SHALL HAVE THE RIGHT TO REMOVE ANY LANDSCAPING THAT VIOLATES THIS STANDARD, AT ANY 11ME
SUCH LANDSCAPING IS DISCOVERED, AND SHALL NOT BE REQUIRED TO REPLACE THE REMOVED
LANDSCAPING.
6. DESIGN APPROVAL AND CONSTRUC110N START: NO CONSTRUCTION SHALL BEt�N WITHOUT PRIOR
DESIGN ACCEPTANCE FROM ELCO. DISTRICT SHALL BE NOIIFlED 48 HOURS IN ADVANCE OF STAR7ING
CONSTRUC110N OR TESIING TO ALLOW FOR SCHEDULING.
7. PERMITS: CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS WHICH MAY BE
REQUIRED. FOR ANY PERMITIING WHERE THE DISTRICT MUST APPLY FOR A PERMIT THE CONTRACTOR
SHALL COORDINA'tE, COVEit 'THE COST AND SCHEDULE 'tHE PERMIT ACQUIS'I110N WITH 'tHE DISTRICT.
8. CHANGES DURING CONSTRUC110N: NO VERBAL AUTHORIZAl10N FOR FlELD REVISION SHALL BE
GIVEN. ALL REQUESTS FOR SUCH FlELD REVISION SHALL BE MADE IN WRIIING WITH THE PROPOS'ED
CHANGE INDICATED ON A COPY OF THE SIGNED DESIGN DRAWINGS. ANY FlELD REVISION APPROVED
AND INSTALLED SHALL ALSO BE ACCURATELY DOCUMENTED ON THE AS-BUILT DRAWINGS.
9. MATERIALS OF CONSTRUCTION:
A. PIPE: ALL WATER PIPING SHALL BE POLIMNYL CHLORIDE (PVC). ALL PVC PIPING 6-INCH
THROUGH 12-INCH SHALL.BE DR 18 (PRESSURE CLASS 235 PSI) AND MANUFACTURED IN
ACCORDANCE WITH AWWA STANDARD C900, "POLIMNYL CHLORIDE (PVC) PRESSURE
PIPE, 4-INCH THROUGH 12-INCH, FOR WATER DISTRIBU110N". ALL PVC PIPING 14-INCH
THROUGH 24�INCH SHALL BE DR 18 (PRESSURE CLASS 235 PSI) AND MANUFACIURED IN
ACCORDANCE WITH AWWA STANDARD C905, "POLIMNYL CHLORIDE (PVC) WATER
TRANSMISSION PIPE, NOMINAL DIAMETERS 14-INCH THROUGH 36". PIPE WITH A DIAMETER
GREATER THAN 24 INCHES SHALL BE SPECIFlED BASED ON ENGINEERED DESIGN.
B. TRACER WIRE: ALL WATER PIPING SHALL BE INSTALIED WITH A TWELVE (72) GAUGE SOLJD
COPPER WIRE, PLASIIC COATED, SIX HUNDRED (600) VOLT TAPED TO TOP OF PIPE AND
SURFACED AT EACH HYDRANT INTO A'tRACER WIRE BOX.
C. PIPE JOINTS: PIPE JOINTS SHALL BE MADE US'ING AN INTEGRAL BELL WITH AN ELASTOMERIC
GASKET PUSH-ON TYPE JOINT OR USING MACHINED COUPLJNGS OF A SLEEVE TYPE WITH
RUBBER RING GASKEt"S AND MACHINED PIPE ENDS TO FORM A PUSH-ON TYPE JOINT.
D. MATERIALS AND INSTALLA710N: ALL MATERIALS INSTALI.FD SHALL BE NEW AND FREE OF
MANUFACTURER D�ECTS. ANY DEFECIIVE OR DAMAGED MATERIALS NOTED ON THE
CONSTRUC110N SITE SHALL BE SO MARKED AND REMOVED FROM THE SITE. UNDER NO
CIRCUMSTANCES SHALL ANY PVC PIPING BE INSTALIED U111JZING MECHANICAL EQUIPMENT
TO SEAT THE JOINTS.
E. PIPE Fl1l1NGS: ALL FlTIINGS SHALL BE MECHANICAL JOINT, DUCIILE IRON, MANUFAC'NRED IN
ACCORDANCE WITH AWWA STANDARD C153. FlTIINGS SHALL BE FURNISHED WITH A
CEMENT-MORTAR LJNING OF STANDARD THICKNESS CLASS WITH A 250 PSI PRESSURE RAl1NG.
F. GATE VALVES: GATE VALVES SHALL CONFORM TO AWWA STANDARD C509 WITH
MECHANICAL JOINT, 2" OPEN LEFi OPERAl1NG NUT AND RES'IIJENT SEAT
G. BUTTERFLY VALVES: BUTTERFLY VALVES SHALL BE USED FOR ALL VALVES 12-INqiES AND LARGER
AND CONFORM TO AWWA STANDARD C504 WITH MECHANICAL JOINT, 2" OPEN LEFT
OPERAl1NG NUT, RESILJENT SEAT AND SHALL BE EQUIPPED WITH SAND BONNET.
H. FlRE HYDRANTS: HYDRANTS SHALL CONFORM TO AWWA STANDARD C502, 1" SQUARE
OPEN-RIGHT OPERATING NUT. ALLOWABLE MANUFACTURERS AND MODELS ARE MUELLER SUPER
CENTURION WITH EPDXY COATED SHOE OR AMERICAN FLO CONTROL WATEROUS PACER WB 67-250X NATH
EPDXY COATED SHOE. ALL FlTIINGS SHALL BE SWING ASSEMBLJES WITH
ANCHOR COUPLJNGS.
I. PIPE, VALVE AND FlTt1NG WRAP: All FlT�INGS, VALVES, FlRE HYDRANT SHOES AND PLUGS
SHALL BE POLY-WRAPPED WITH 8-MIL THICK POLYETFiYLENE PLASIIC WRAP, DOUBLE LAYERm,
AND ENDS SECURELY TAPED PRIOR TO BACKFlLL ALL. FlTtiNG BOLTS SHALL HAVE ZINC CAPS
INSTALLED.
10. BEDDING ALL PIPE SHALL. BE BEDDED IN 3/4" WAS'HED ROCK UNIFORMLY t�tADED AND
COMPACTED. TRENCH SHALL BE EXCAVATED TO A DEPTH BELOW ESTABIJSHED GRADE EQUAL TO 1/4
OF PIPE DIAMETER (MIN. 4'�. BELL DEPRESSIONS SHALL 8E PROVIDED FOR ALL JOINTS. IN EVddT THAT
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UNSTABLE 1RENCH CONDI't10NS ARE ENCOUNTERED AT PIPELINE GRADE 7-1/2" UNIFORMLY GRADED
WASHED ROCIC SHALL BE USED FOR STABIIJZATION. BEDDING MATERIAL SHALL BE PLACED AND
COMPACTED UNDER AND AROUND SIDES OF THE PIPE PER THE PIPE MANUFACTURERS INSTALLAl10N
RECOMMENDAl10NS. NOTE MAXIMUM 'iRENCH WIDTH DETAIL
11. BACKFlLL: BACKFlLL OF ACCEPTABLE MATERIAL SHALL BE PLA(:ED IN UFTS' OF UNIFORM
HORIZONTAL LAYE'RS NOT TO EXCEED 6-INCHES OF COMPAC?ED DEPTH PER L1F,'. MINIMUM 18" OF
COMPACTED BACKFlLL ABOVE PIPE MUST BE IN PLACE BEFORE ROWNG MECHANICAL EQUIPMETIT
TYPE COMPAC110N IS TO BE USED. BACKFlLL SHALL BE COMPACTED TO 9596 OF OPIIMUM DENSITY IN
ROADWAY AREAS OR PER ROAD AUTHORITYS REQUIREMENTS, AND 90X IN FlELDS OR NON-ROAD
LOCAl10NS. BACKFlLL COMPACTION TESIING FREQUENCY SHALL BE AT LEAST ONE TEST PER 100-IJNEAL
F�T OF PIPELJNE LENGTH AND AT VARYING D�THS AND LOCATIONS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE APPLICABLE ROAD AUTHORITY OR BEqNNING 1.5-FEEi ABOVE TOP OF PIPE AND
AT 1-FOOT INCREMENTS TO GRADE.
12. JOINT RESTRAINT ALL FlTTINGS, TEES, PLUGS AND FlRE HYDRANTS SHALL BE PROVIDED WITH
ANCHOR COUPIJNGS AND/OR JOINT RESTRAINT IN ACCORDANCE WITH DISTRICT SPECIFlCA710NS OR AS
REQUIRED PER ENGINEERS DESIGN. THRUST BLOCKS SHALL BE USED ONLY AS REQUIRED PER FlELD
CONDI710NS AND AS APPROVED OR DIRECTED BY THE DISTRICT FlELD INSPECTOR.
13. CONCRETE: ALL CONCRETE CONSTRUC110N, INCLUDING THRUST BLOCtCS, SHALL BE COMPLEIFD
U1ILIZING TYPE 5 OR EQUAL CEMENT ONLY.
14. ASPHALT REPLACEMENT: FOR ASPHALT PAVEMENT THATIS CUT AND HAS BEEN IN PLACE
LESS THAN TNIO YEARS (A(xORDING TO qTY OR COUNTY ENGINEER'S RECORD), THE WT SHALL BE A
MINIMUM OF 20 FEEP IN WIDTH AND WILL BE REPLACED TO THE SPEqFlED DEPTH BY A PAVING
MACHINE.
15. PIPE COVER: A MINIMUM COVER OF 4-1/2 FEET OF COVER OVER TOP OF PIPE SHALL BE
MAINTAINED THROUGHOUT THE WATERLINE AND SERVICE LINE INSTALLAl10N, PARTICULARLY IN AREAS OF
NEW GRADING AND DRAINAGE SWALES. EXTRA BURY D�TH MAY BE REQUIRED TO MAINTAIN
MINIMUM COVER AT DRAINAGE CULVEFtT CROSSINGS AND/OR FlRE HYDRANT RUNS. MAXIMUM
ALLOWABLE COVER SHALL BE 6 FEET, UNLESS SPECIFlCALLY APPROVED BY THE DISTRICT.
16. CONNECTION TO EXISTING S1fSTEM: ALL CONNEC110NS TO DqS11NG WATERIJNES SHAIl BE
COMPLETED AT DEV0.0PER'S EXPENSE BY DISTRICT PERSONNEL OR THE DISTRICT'S AUTHORIZED
CONTRACTOR WITH NO EXCEP110N.
17. INSPEC110N: THE DISTRICT SHALL HAVE THE AUTHORITY TO ASSIGN AN INSPECTOR WHO SHALL
INSPECT, CHECK AND VERIFY THAT ANY AND ALL WORK, INCWDING ALL MATERIALS TO BE INCORPORATED
IN THE WORK, DCCAVATION, BEDDING, BACKFlLL. TESIING AND All CONSTRUC110N METHODS AND
PRACIICES OF THE INSTALLED FAqlJT1ES IS EQUAL TO OR BEITER THAN MINIMUM CONSTRUC110N
REQUIREMENTS AS SEi FORTH IN THE DISTRICTS SPEqFlCAl10NS. .
18. TESIING: ALL LJNES SHALL BE PRESSURE TESTED, CHLORINATED AND FLUSHED BY THE
CONTRACTOR IN A(:CORDANCE WITH DISTRICT SPECIFlCAl10NS AND UNDER THE DISTRICT'S SUPERVISION.
UPON PASSING CHLORINATION TESIING, BACTERIOLOGICAL TESIING WILL BE COMPLETED BY A STATE
CERIIFlED WATER QUALJTY CONTROL LABORATORY. COPIES OF ALL PASSING TEST RESULTS, INCLUDING SOILS
COMPAC110N IN THE AREA OF WATER MAIN CONSTRUC110N, SHALL BE PROVIDED TO THE DISTRICT.
19. PRELJMINARY ACCEPTANCE: PRELJMINARY ACCEPTANCE SHALL 8E ISSUED TO THE OWN�
WHEN ALL PRO�CT WORK IS COMPLETE, TESTED AND OPERAl10NAL SUCH THAT THE INFRASTRUCTURE IS
READY TO BE ACCEPTED BY THE DISTRICT. DO(:IIMENTATION REQUIRED PRIOR TO ISSUANCE OF
PRELJMINARY ACCEPTANCE INCLUDES BUT IS NOT LJMITED TO CHLORINATION TEST R�ORT,
BACTERIOLOGICAL TEST REPORT, HYDROTEST REPORT, COMPAC110N TESIING REPORT, VERIFlCAl10N OF
PROJECT COS"t5, AS-BUILT DRAWINGS AND RECORD DRAWINGS. FOLLOWING RECEIPT, REVIEW AND
A(:CEPTANCE BY THE DISTRICT OF THESE AND OTHER DOCUMENTS AS MAY BE REQUIRm PER PROJECT
SPEqFlCS. THE DISTRICT WILL ISSUE PRELIMINARY A(:CEPTANCE.
20. PROJECT AS-BUILT AND RECORD DRAWING REQUIREM�ITS:
A. AS-BUILT DRAWINGS ARE COMPILED AND MAINTAINED DURING CONSTRUC110N BY THE
CONTRACTOR AND IDEAITIFY, IN RED INK, ON-SITE CHANGES TO THE ORIGINAL DESIGN. AS-BUILT
DRAWINGS SHALL BE DQIVERED TO THE DISTRICT (ELECTRONICALLY IN PDF FORMAT OR OTHERWISE AS
REQUESTED BY THE DISTRICT� FOR ACCEPTANCE AND TO THE PROJECT'S DESIGN
ENGINEER FOR CREAl10N OF RECORD DRAWINGS.
21. RECORD DRAWINGS ARE PR�ARED BY THE PROJECTS DESIGN EN(�NEER AND SHALL
ACCURAT0.Y REFLECT ANY CHANGE MADE IN THE FlELD WHICH VARIES FROM THE ACCEPTED
CONSTRUC110N PLANS, AS NOTED IN THE AS-BUILT DRAWINGS, INCLUDING AT A MINIMUM, FlELD
DIMENSIONS AND ELEVAl10NS, HORIZONTAL AND VERIICAL LOCAItONS OF UNDERGROUND U1ILJTIES AND
APPURTENANCES. THE RECORD DRAWINGS SHALL BE REVIEWED AND ACCEPTED BY THE DISTRICT
PRIOR TO PRELIMINARY A(:CEPTANCE OF THE PROJECT. RECORD DRAWINGS ARE TO BE DELJVERED TO
1HE DISTRICT IN ELECTRONIC FORMAT AS ADOBE (PD�, AUTOCAD AND ARCVIEW SHAPE FlLES
(RELEASE VERS'ION TO BE CONFlRMED WITH DISTRICT AT 11ME OF SUBMITTAL).
22. WARRANTY THE OWNER SHALL WARRANT ALL WORK ASSOqATED WITH 'THE WATERLJNE
INSTALLATION INCLUDING, BUT NOT LJMITED TO THE MATERIALS, INSTALLAl10N WORKMANSHIP AND
SURFACE RESTORATION FOR A P�IOD OF TWO YEARS FROM DATE OF PRELIMINARY ACCEPTANCE. DURING
THIS WARRANTY PERIOD THE OWNER SHALL REPAIR ANY DEFECTS IN THE WORK AND MAINTAIN THE
WORK AREA. AT THE CLOSE OF THE TWO-YEAR WARRANTY PERIOD AND UPON SAl1SFACTORY CORREC110N
OF ANY DEFlqENqES NOTED, THE DISTRICT SHALL ACCEPT THE CONSTRUCTED LJNES AND
APPURTEMANCES AS 'I1�iE SOLE PROPERIY AND RESPONS'IBILITY OF THE DISTRICT.
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1. THE PROPERTY OWNER, OWNERS REPRESENTAl1VE. DEVELOPER, DESIGN EN(YNEER, GENERAL
CONTRACTOR. SUB-CONTRACTORS, OR SIMILAR 11TLE FOR THE DEVELOPING �I11TY (HERE AFTER REF�RED TO
AS 'tHE DEVELOPER) HAS PROVIDED THESE EROSION CONTROL MATERIALS IN ACCORDANCE WITH EROSION
CONTROL CRITERIA SET FORTH IN THE MANUAL AS AN ATTEMPT TO IDEN7IFY EROSION, SEDIMENT, AND OTHER
POTENTIAL POLLUTANT SOURCES ASSOqATED WITH THESE COt�ISTRUC110N AC11VI11ES AND PREVENIING
THOS'E POLLUTANTS FROM LEAVING THE PROJECT SITE AS AN IWqT DISCHARGE. FULL CITY REQUIREMENTS AND
ARE OUTLJNED AND CLARIFlED IN THE MANUAL UNDER CHAPTER 4: CONSTRUC110N CONTROL MEASURES AND
SHOULD BE USED TO IDENTIFY AND D�INE WHAT IS NEEDED ON A PROJECT.
2. THE DEVELOPER SHALL MAKE THEMSELVES THOROUGHLY FAMILJAR WITH THE PROVISIONS AND THE CONTENT
OF THE SPECIFlCAl10NS LAID OUT IN THE MANUAL, THE DEVELOPM�IT AGREEMdVT, THE EROSION CONTROL
MATERIALS COMPILED FOR THIS PROJECT, AND THE FOLLONANG NOIES AS ALL THESE MATERIALS ARE
APPLICABLE TO THIS PROJECT.
3. 1HE DEVELOPER SHALL IMP�EMENT AND MAINTAIN CONTROL MEASURES FOR ALL POTENTIAL POLLUTANTS
FROM THE START OF LAND DISTURBING AC11VI11ES UN11L FlNAL STABILJZAl10N OF THE CONSTRUC110N SITE.
4. THE CITY EROSION CONTROL INSPECTOR SHALL BE NO11Flm AT LEAST 'IWENTY-FOUR 24 HOURS PRIOR TO
� )
THE DESIRED START OF ANY CONSTRUC110N AC11VI11ES ON THIS SITE TO ALLOW ADEQUATE 11ME FOR ON-SITE
CONFlRMATION (INIIIAL INSPECTION WHICH CAN TAKE UP TO TWO BUSINESS DAYS AFTER RE((�VING THE
REQUEST� THAT THE SITE IS IN FACT PROIECTED FROM SEDIMENT AND POLLUTANTS DISCHARGES OFF SITE.
PLEASE CONTACT erosionmffcgov com EARLY TO SCHEDULE THOSE INIIIAL EROSION CONTROL INSPEC110NS
WELL IN ADVANCE SO THAT DEMOLJ110N, CLEARING, GRUBBING, TREE REMOVAL, AND SCRAPING MAY BEGIN
WITHOUT DELAY. FAILURE TO RECEIVE AN ON-SITE CONFlRMAItON BEF'ORE CONSTRUC110N AC11VI11ES
COMMENCE IS AN AUTOMAl1C `NO110E OF VIOLA710N"AND CAN RESULT IN FURTHER ENFORCEtiIENT
AC110NS.
5. THE DEVELOPER SHALL PROACTIVE�Y PROVIDE ALL APPROPRIATE CONTROL MEASURES TO PREVENT DAMAGE
TO ADJACddT DOWNSTREAM AND LEEWARD PROP�IIES. THIS INCLUDES BUT IS NOT LIMITED T0: TREES,
d
SHRUBS, LAWNS, WALKS, PAVEMENTS, ROADWAYS, STRUCTURES, CREEKS, WETLANDS, STREAMS, RIVERS, AND
UTIIJTIES THAT ARE NOT DESIGNm FOR REMOVAL, RELOCA710N, OR REPLACEMENT IN THE COURSE OF
CONSTRUC110N.
6. AT ALL 11MES THE DEVELOPER SHALL BE RESPONSIBLE TO ENSURE ADEQUATE CONTROL MEASURES ARE DES'IGNED,
SELECTED, INSTALLED, MAINTAIN�, REPAIRED, REPLA((�, AND ULIIMATELY REMOVED IN ORDER TO PREVENT AND
CONTROL EROSION SUSPENSION, SEDIMENT TRANSPORTATION, AND POLLUTANT DISCHARGE AS A RESULT OF
CONSTRUC110N ACTIVITIES ASSOCIATED WITH THIS PROJECT.
7. ALL APPLICABLE CON7ROL MEASURES BASED UPON THE S'EQUENCING AND/OR PHASING OF THE PROJECT
SHALL 8E INSTALLED PRIOR TO THOSE CONSTRUCTION AC11VI11ES COMMENCING.
8. AS DYNAMIC CONDITIONS (DUE TO THE NATURE, TiMING, SEQUENCE, AND PHASING OF CONSTRUC110N) IN
THE FlE'LD MAY WARRANT CONTROL MEASURES IN ADDI110N, OR DIFFERENT, TO WHAT IS SHOWN ON THESE
PLANS, THE DEVELOPER SHALL AT ALL 11MES BE RESPONSIBLE TO IMPLdrIENT THE CONTROL MEASURES THAT
d
ARE MOST EFFECIIVE WITH THE CURRENT STATE AND PROGRESS OF CONSiRUCTION. 'iHE DEVELOPEft SHALL
IMPLEMENT WHATEVER MEASURES ARE DETERMINED NECESSARY, AND/OR AS DIRECTED BY THE CITY
EROSION CONTROL INSPECTOR. THE DEVELOPER SHALL INSURE THAT ALL EROSION COt�ITROL PLANS (MAPS) OR
SWMP DOCUMENTS ARE UPDA'IED TO REFLECT THE CURRENT SSI'TE CONDI110NS, WI'TH UPDATES BEING
INITIALED AND DATED. THESE SITE INSPEC110NS AND SITE CONDI110N UPDATES SHALL BE MADE AVAILABLE
UPON REQUEST BY THE qTY.
9. ALL IJSTINGS, PROVISIONS, MATERIALS, PROCEDURES, AC11VI11ES, SITE WORK AND THE L1KE ARIICULATED IN
THIS OR OTHER WRITTEN SITE-SPEqFlC DOCUMENTS (INCLUDING BUT NOT LJMITED TO THE EROSION CONTROL
REPORTS, DEVELOPMENT AGREEMENTS, LANDSCAPE, AND DRAINAGE MATE'RIALS) SHALL MEEi' OR EXCEED
THE MOST RESTRICTIVE LANGUAGE FOR CITY, COUNTY, STATE, AND FEDERAL REGULATIONS WITH REGARDS TO
EROS'ION, SEDIMENT, POLLUTANT, AND OTH� POLLU110N SOURCE CONTROL MEASURES. THE DEVELOP�
SHAIl BE RES'PONSIBLE TO (�MPLY WITH ALL OF 1NESE AFOREMEN110N� LAWS AND REGULAl10NS.
10. THE DEVELOPER SHALL ENSURE THAT ALL APPROPRIATE P�2MITS (CDPS GEMERAL PERMIT STORMWATER
DISCHARC�S ASSOCIATED WITH CONSTRUC'iION ACTIVITY, DEWATERING, CLEAN WATER ACT, ARMY CORPS
OF ENqN�RS' 404 WEILANDS MITIGATION PERMIT, ETC.) HAVE BEEN A7TAINED PRIOR TO THE RELEVANT
ACIIVITY HAS BEGUN. THESE PERMITS OR COPIES SHALL BE MADE AVAILABLE UPON REQUEST BY THE CITY.
11. THE DEVELOPER SHALL FURNISH ALL CONVENIENCES AND ASSSISTANCE.S TO AID THE EROSION CONTROL
INSPECTORS OF MATERIALS, WORKMANSHIP, RECORDS, AND SELF-INSPECTIONS, ETC. OF THE CONTROL
MEASURES INVOLVED IN THE CONSTRUCTION ACTIVITIES.
12. THE DEVELOPER SHALL REQUEST CLARIFlCATION OF ALL APPARENT SITE CONSTRUCTION ISSUES THAT MAY ARISE
DUE TO INCONSISTENCIES IN CONSTRUCTION PLANS FOR THE SI'tE OR SSI'iE CONDI110NS AROUND THE SELEC'tED
CONTROL MEASURES BY CONTACIING THE EROS'ION CONTROL INSPECTOR. THE EROSION CONTROL INSPECTOR
WILL NOT BE RESPONSIBLE FOR ANY EXPLANATIONS, INTERPRETATIONS, OR SUPPLEIddVTARY DATA PROVIDED
BY 0'tHERS.
13. ALL CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUAL
14. THE CITY RESERVES THE RIGHT TO REQUIRE ADDI110NAL CONTROL MEASURES AS SITE CONDI110NS WARRANT,
TO THE EXTENT AUTHORIZED BY RELEVANT LEGAL AUTHORITY.
15. AS WITH ANY COPISTRUCTION STANDARDS, OCCASIONS MAY ARISE WHERE THE MINIMUM EROSION CONTROL
STANDARDS ARE �TH�t INAPPROPRIATE OR CANNOT BE JUSIIFlED. IN THESE CASES, A VARIANCE TO THESE
STANDARDS MAY BE APPLIED FOR PURSUANT TO THE TERMS, CONDI110NS, AND PROCEDURES OF THE MANUAL
16. INSPEC110N. THE CONTRACTOR SHALL INS'PECT SITE POLLUTANT SOURCES AND IMPLEMENT CONTROL
MEASURES AT A MINIMUM OF ONCE EVERY TWO WEEKS DURING CONSTRUC710N AND WITHIN 24 HOURS
FOLLOWING A PREqPITATION EVENT. DOGJMENTAl10N OF EACH INSPEC110N SHALL BE RECORDED AND
REiAINED BY THE CONTRACTOR.
17. ALL TEMPORARY CONTROL MEASURES SHALL 8E CIFANED, REPAIRED, OR RECONSTRUCTED AS NECESSARY IN
ORDER TO ASSURE CONTINUAL PERFORMANCE OF THOR INTENDED FUNC110N. ALL RETAINED SEDIMENTS,
PARIICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DIS'POS'ED OF IN A MANNER
AND LOCA710N SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGE WAY.
18. ANY CONTROL MEASURE MAY BE SUBSIITUTED FOR ANOTHER STANDARD CONTROL MEASURE SO LONG AS
THAT CONTROL MEASURE IS EQUAL T0, OR OF GREATER PROTECTION THAN THE ORIqNAL CONTROL MEASURE
THAT WAS TO BE USED IN THAT LOCAl10N. (EX. SILT F�ICE, FOR WATTLES, OR FOR COMPACT B�MS) WATTLE
ALONE ON COMMERCIAL CONSTRUC110N SITES HAVE SHOWN TO BE AN INEFFECIIVE SUBSIITUTE FOR SILT
FENCE OR COMPACT BERMS UNIESS IT IS ACCOMPANIm BY A CONSTRUC110N F'ENCE TO PREVENT V�iICIE
TRAFFIC.
19. ANY IMPLEMENTAl10N OR REPLACEMENT OF �qSTING CONTROL MEASURES FOR A NON-STANDARD CONTROL,
OR ALTERNAl1VE CONTROL MEASURE, SHALL REQUIRE THE REVIEW AND ACCEPTANCE BY THE CITY EROSION
CONTROL STAFF BEFORE THE MEASURE WILL BE ALLOWED TO BE US'ED ON THIS PROJECT. THES'E CONTROL
MEASURES' DEt'AILS SHALL BE SUBMITlE'D, REVIEWED AND ACCEP'IED TO BE IN ACCORDANCE WITH THE
EROSION CONTROL CRITERIA BASED UPON THE FUNC110NAL1TY AND EFFECIIVENESS IN ACCORDANCE WITH
SOUND ENGINEERING AND HYDROLOqCAL PRACIICES.
20. THERE SHALL BE NO EARTH-DISTURBING ACIIVITY OUTSIDE THE LJMITS DESIGNATED ON THE ACCEPTED PLANS.
OFF ROAD STAGING AREAS OR STOCKPILES MUST BE PREAPPROVED BY THE CITY. DISTURBANCES BEYOND
THESE IJMITS WILL BE RESTORED TO ORIGINAL CONDI110N.
21. PRE-DISTURBANCE VEGETAl10N SHALL BE IDEN7IFlED, PROTECTED, AND REiAIN� WH�EVER POSSIBLE.
REMOVAL OR DISTURBANCE OF �qSTING VEGEiAl10N SHALL BE IJMITED TO THE AREA REQUIRED FOR
IMMEDIATE CONSTRUC110N OPERATIONS, AND FOR THE SHORTEST PRACIICAL PERIOD OF 11ME. THIS SHOULD
INCLUDE SEQUENCING AND PHASING CONSTRUC110N AC11VI11ES IN A WAY SO THAT THE SOIL IS NOT EXPOSED
FOR LONG PERIODS OF TiME BY SCHEDUIE OR IJMIT GRADING TO SMALL AREAS. THIS SHOULD ALSO INCLUDE
WH�I PRACIICAL ADVANqNG THE SCHEDULE ON STABWZAl10N ACT1VI11ES SUCH THAT LANDSCAPING TAKES
PLACE SHORTLY IF NOT IMMEDIATELY AFTER GRADING HAS 0(xURRED. VEGETAl10N EFFORTS SHALL START AS
SOON AS POSSIBLE TO R�l1RN THE SITE TO A STABILIZED CONDITION. SE�ISIIIVE AREAS SHOULD AVOID
CLEARING AND GRADING ACT1VI11ES AS MUCH POSSIBLE.
22. ALL E)fPOSED SOILS OR DISTURBED AREAS ARE CONSIDERED A POTENTIAL POLLUTANT AND SHALL HAVE CONTROL
MEASURES IMPLEM�ITED ON THE S'ITE TO PREVENT MATERIALS FltOM LEAVING 'tHE S'ITE.
23. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING. U1ILITY INSTALLATIONS,
STOqCPIL1NG, FlWNG, ETC.) SHALL BE KEPT IN A ROUGHENED CONDI110N AT ALL 11MES BY EQUIPMENT
TRACKING, SCARIFYING OR DISKING THE SURFACE ON A CONTOUR WITH A 2 TO 4 INCH MINIMUM VARIA710N
IN SOIL SURFACE UN11L MUL(�i, VEGETAl10N. AND/OR OTHER PERMANENT EROSION CONTROL IS INSTALLED.
24. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN H�GHT. ALL SOIL STOCKPILES SHALL BE PROTEC7ID FROM
SEDIMENT TRANSPORT THROUGH THE USE OF SURFACE ROUGHENING, WATERING, AND DOWN GRADI�IT
PERIMEIER CONTROLS. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY WIND IN
ACCORDANCE WITH MUNIqPAL CODE �12-150. ALL STOCKPILES SHALL BE FLATTENED TO MEEi GRADE OR
REMOVED FROM SITE AS SOON AS PRACIICAL, AND NO LATER THAN THE COMPLEl10N OF CONSTRUC110N
ACIIVITIES OR ABANDONMF�IT OF THE PROJECT. ALL OFF-S'ITE STOqCPILE STORAGE LOCAl10NS IN CITY LlMITS
S'F1ALL HAVE A STOCKPILE PERMIT FROM THE CITY ENGINEERING DEPARTMENT PRIOR TO USING THE AREA TO
STORE MATERIAL IF FREQUENT ACCESS FROM HARDSCAPE TO THE STOCKPILE IS NEEDED A STRUCTURAL
1RAqCING CONIROL MEASURE SHALL BE IMPLEMENTED.
25. ALL REQUIRED CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACIIVITY
(STOqCPILJNG, STRIPPING, GRADING, ETC.). ALL OF THE REQUIRED atOSION CON7ROL MEASURES MUST BE
INSTALLED AT THE APPROPRIATE 11ME IN THE CONSTRUC110N SEQUENCE AS INDICATED IN THE APPROVED
PROJECT SCHEDULE, CONSTRUC110N PLANS, AND EROSION CONTROL REPORT.
26. ALL INLETS. CURB-CUTS, CULVERTS, AND OTHER STORM SEWER INFRASTRUCTURE WHICH COULD BE POTEWIIALLY
IMPACTED BY CONSTRUC110N AC't1VITIES SHALL BE PRO'tEC1ED WITH CONTROL MEASURES. MA'tERIAL
ACCUMULATED FROM THIS CONTROL MEASURE SHALL BE PROMPTLY REMOVED AND IN CASES WHERE THE
PROTEC110N HAS FAILED, THE PIPES SHALL BE THOROUqiLY CLEANED OUT.
27. ALL STREAMS, STREAM CORRIDORS, BUFFERS, WOODLANDS, WEiLANDS, OR OTHER SENS171VE AREAS SHALL BE
PROTECTED FROM IMPACT BY ANY CONSTRUC110N ACIIVITY THROUGH THE USE OF CONTROL MEASURES.
28. ALL EXPOSED DIRT SHALL HAVE PERIMETER CONTROL ANY PERIMETER CONTROLS THAT DRAIN OFF OR HAS THE
ABWTY TO BE TRACKED ONTO THE NEARBY HARDSCAPE SHALL HAVE SOME FORM OF EFFECIIVE S'EDIMdVT
CONIROL AS THE, OR AS PART OF THE, PERIMETER CONTROL
29. ALL E)fPOSED SLOPES SHOULD BE PROTECTED. ALL EXPOSED STEEP SLOPES (STEEPER THAN 3:1 H:1� SHALL
BE PROTECTED FROM EROSION AND SEDIMENT TRANSPORT 'tHROUGH USE OF CON7ROL MEASURES.
30. NO SOILS SHALL Rd�IAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS AFTER
AC11VI'tY HAS t�ASED BEFORE REQUIRED TEMPORARY SEEDING OR PERMANENT �20SION CONTROL (E.G.
SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED. THIS IS NOT JUST LJMITED TO PROJECTS THAT ARE
ABANDONED; THIS INCLUDES ANY PROJECT THAT IS TEMPORARILY HALTED AND NO IMMEDIATE ACTIVITY IS
TO RESUME WITHIN THE NEXT THIRTY 30 DAYS UNLESS 0'THERWISE APPROVED BY THE qTY EROSION
CONTROL INSPECTOR. DURING A SEASON WHEN SEEDING DOES NOT PRODUCE VEGETATIVE COVER, ANOTHER
TEMPORARY EROSION CONTROL SHALL BE IMPLEMENTED WITH OR UNT1L TEI�IPORARY SEEDING OR
PERMANENT EROSION CONTROL CAN BE PERFORMED.
31. ALL INDIVIDUAL LOTS SHALL HAVE EFFECIIVE S'EDIMdVT CONTROLS LOCATED ON THE STREET SIDE AND ANY
DOWN GRADIEMT SSIDE. TYPICALLY MOST L015 DRAIN TO THE FRONT YE? ON 'tHOSE CASES WHERE HOUSES
ARE ALONG A POND OR DRAINAGE SWALE HAVE THE LOT DRAIN IN A DIFFERENT DIRECTION THAN THE STREET,
THOSE INDIVIDUAL LOTS WILL NEED PROTECTION ON THAT DOWN GRADIENT SIDE TO PREVENT SEDIMENT
FROM LEAVING 1HE LOT. SEE THE INDIVIDUAL LOT DEI'AILS FOR Fl1R'tHER CLARIFlCATION.
32. AT ALL POINTS WHERE V�iICLES DqT OR LEAVE THE EXPOSED DIRT AREA ON TO A HARDSCAPE OR SEMI
HARDSCAPE (CONCRETE, ASPHALT, ROAD BASE, ETC.) SHALL HAVE INSTALLED AT LEAST ONE STRUCTURAL
TRACKING CONTROL MEASURE TO PREVENT VEHIG.E TRACKING. ALL AREAS NOT PROTECTED BY AN ADEQUATE
PERIMETER CONTROL SHALL BE CONS'IDERED A POINT WHERE V�IICLES EXIT THE SITE. ACCESS POINTS
SHOULD BE IJMIIED TO AS FEW ENTRANCES AS POSSIBLE (ALL PERIMETER AREAS SHALL BE PROTEC'tED FltOM
TRAqCING ACIIVITIES).
33. IN ALL AREAS 1HAT THE STRUCTURAL TRACKING CONTROL MEASURES FAIL TO PREVENT VEHICLE TRACKING,
COLLECTION AND PROPER DISPOSAL OF THAT MATERIAL IS REQUIRED. ALL INLEfS LOCATED NEAR ACCESS
POINTS AND AFFECTED BY TRACKING ACT1VI11ES SHALL BE PREVENTED FROM THE INTRODUC110N OF SEDIMENT
INTO THE DRAINAGE SYSTEM.
34. CITY MUNIqPAL CODE �20-62, AMONG OTHER THINGS, PROHIBITS THE TRACKING, DROPPING. OR
DEPOSSITING OF SOILS OR ANY 0'THER MATERIAL ONTO qTY STR�TS BY OR FROM ANY SOURCE. qTY
MUNIqPAL CODE, �26-498, AMONG OTHER THINGS, PROHIBITS THE DISCHARGE OF POLLUTANTS ON PUBLlC
OR PRIVATE PROPERTY IF THd2E IS A SIGNIFlCANT POTEMTIAL FOR MIGRAl10N OF SUCH POLLUTANT. THEREFORE,
ALL TRAqCED OR DEPOSITED MATERIALS (INTENTIONAI. OR INADVd2TEN1� ARE NOT PERMITiE'D TO RaIAIN ON
THE STREET OR GUTTER AND SHALL BE REMOVED AND LEGALLY DISPOSED OF BY THE DEVELOPER IN A TIMELY
AND IMMEDIATE MANNER. DIRT RAMPS INSTALLED IN THE CURB-LINES ARE NOT EXEMPT TO THESE
S'EC110NS OF CODE AND SHALL NOT BE PatMIT�ED IN THE STRF� RIGHT OF WAY (PUBLIC OR PRIVATE).
35. IF REPEATED DEPOSIT OF MATERIAL OCCURS ON A SITE, ADDI110NAL STRUCTURAL TRACKING CONTROLS MAY BE
REQUIRED OF 1HE DEVELOPER BY 'tHE CITY EROSION CONTROL INSPECTOR.
36. THE DEVELOPER SHALL APPLY CONTROL MEASURE TO LIMIT TRAFFlC (SITE WORKER OR PUBLJC) IMPACTS AND
PROACIIVQ.Y LOCAIE MATERIAL DELIVERED TO THE SITE IN CLOSE PROXIMITY TO THE WORK AREA OR
IMMEDIATELY INCORPORATED IN THE CONSTRUCTION TO UMIT OPERATIONAL IMPAC75 TO DISTURBE'D AREAS,
VEHICLE TRACKING, AND SEDIMENT DEPOSITION THAT COULD IMPACT WATER QUALITY.
37. ANY MATERIALS OF A NON-POLLIJTING NATURE (STEEL, ROCK, BRICK, LUMBER, ETC.) SHALL BE INSPECTED FOR
ANY RESIDUE COMING OFF THE MATERIAL DURING ROUTINE INSPEC110N AND WILL GENERALLY BE LOCATED
WHERE PRACTICAL AT LEAST FlFTY (50) FEEf FROM ANY PERMANENT OR INIERIM DRAINAGE WAYS.
38. ANY HIGH ENVIRONMENTAL IMPACT POLLUTANT MATERIALS THAT HAVE A Hlqi LIKELJHOOD TO RESULT IN
DISCHARGE WHEN IN CONTACT WITH STORMWATE'R (LUBRICANTS, FUELS, PAIN75, SOLVENTS. DETERGF�ITS,
FER111JZERS, CHEMICAL SPRAYS, BAGS OF (�MENT MIX, ETC.) SHOUI� NOT BE KEPT ON SITE WHERE
PRACIICAL WHEN NOT PRACIICAL, THEY SHOULD BE STORED INSIDE (V�iICLE, TRAILER. CONNEX, BUILDING,
ETC.) AND OUT OF (�NTACT WITH STORMWAIE'R OR STORMWATEit RUNOFF. WHERE NOT AVAILABLE, 'THEY
SHALL BE STORED OUTSIDE IN A RAISED (HIGH SPOTS OR ON PAIJ.Eis), COVERED (PLASIIC OR TARPE'D), AND
SEALED (LEAK PROOF CONTAINER) IN SECONDARY CONTAINMENT LOCATION. THE SECONDARY CONTAINMENT
OR O11iER CONTROL MEASURE SHALL BE ADEQUATELY S'IZED, LOCAT�, WHERE PRACIICAL, AT LEAST FlFtY
(50) FEE'I' FROM ANY PERMANENT OR INTERIM STORMWATER STRUCTURES OR DRAINAGE WAYS AND SHALL BE
MONITORED AS PART OF THE ROUTINE INSPEC110NS.
39. PARKING, REFUELING, AND MAINTENANCE OF V�iICLES AND EQUIPMENT SHOULD BE UMITED IN ONE AREA
OF THE SITE TO MINIMIZE POSSIBLE SPILLS AND FUEL STORAGE AREAS. THIS AREA SHALL BE LOCATED, WHERE
PRACIICAL, AT LEAST FlF7Y (50) FEET FROM ANY PERMANEMT OR INTERIM STORMWATER STRUCTURES OR
DRAINA(� WAYS AND SHALL BE MONITORED AS PART OF THE ROUIINE INSPEC110NS. ALL AREAS SHALL KEEP
SPILL KITS AND SUPPLIES CLOSE.
40. THE PROPERTY MUST BE ACIIVELY PREVENIING THE EMISSION OF FUGIIIVE DUST AT ALL TIMES DURING
CONSTRUC110N AND VEGETATION AC11VI11ES. ALL LAND DISTURBING ACT1VI11ES THAT RESULT IN FUq11VE DUST
SHALL BE IN ACCORDANCE WITH MUNIqPAL CODE �12-150 TO REDUCE THE IMPACTS TO ADJAC�VT
PROPERIIES AND COMMUNITY HEALTH. ALL REQUIRED PRACTICES SHALL BE IMPLEMENTE'D AND ADDITIONAL
ONES SHALL BE FOLLOWED. THESE PRACTICES INCLUDE WATERING THE SITES AND DISCONTINUING
CONSTRUC110N AC11VI11ES UN11L THE WIND SUBSIDES AS DEIERMINED BY ANY qTY INSPECTORS.
41. ALL CONCRETE AND EQUIPMENT WASHING SHALL USE STRUCTURAL CONTROL MEASURES APPROPRIATE TO THE
VOLUME OF WASH AND FREQUENCY OF USE. THESE CONTROL MEASURES SHALL BE LOCATED, WHERE
PRACIICAL, AT LEAST FlF7Y (50) FEET FROM ANY PERMANEMT OR INTERIM STORMWATER STRUCTURES OR
DRAINA(� WAYS AND SHALL BE MONITORED AS PART OF THE ROUIINE INSPECTIONS. THESE AREAS SHALL BE
CLEARLYIDENIIFlED AND PROTECTED FROM ANY WASH FROM LEAVING THE CONTROL MEASURE.IF FREQUENT
ACCESS FROM HARDSCAPE TO THE CONTROL MEASURE IS TO OCCUR, A STRUCTURAL TRACKING CONTROL
MEASURE SHALL BE IMPLEMENTED. THESE CONTROL MEASURES SHALL BE FREQUENILY CLEANED OUT.
42. THE DEVELOPER IS RESPONSIBLE FOR ENSURING WASHING ACIIVITY IS TAKING PLACE AT THE APPROPRIATE
CONTROL MEASURE AND SITE WORKERS ARE NOT WASHING OR DUMPING WASH WATER ON TO THE DIRT OR
OTHER UNCONTROLLED LOCATIONS.
43. DEDICATED ASPHALT AND CONCRETE BATCH PLANTS ARE NOT ACCEPTABIE ON CONSTRUC110N SITES WITHIN
THE CITY OF FORT COWNS WITHOUT AN EXPRESSED WRITTEN REQUEST AND PLAN TO REDUCE POLLUTANTS
ASSOCIATED WITH THAT TYPE OF ACIIVITY AND APPROVAL BY THE CITY OF FORT COWNS SPEqFlCALLY THE
EROSION CONTROL INSPECTOR. THE DEVELOPER SHALL INFORM THE EROSION CONTROL INSPEC110N STAFF OF
ANY DEDICATED ASPHALT, OR CONCRETE BATCH PLANTS THAT IS TO BE USED ON SITE.
44. SAW CUTi1NG MATERIAL SHALL 8E IN A(�ORDANCE WITH MUNIqPAL CODE �12-150 FOR AIR EMISSIONS
AND ALL WATER APPL1CAl10NS TO THE SAW CUTIING SHALL PREVENT MAT�IAL FROM LEAVING THE
IMMEDIATE SITE AND COLLECTED. THESE CUTTING LOCAl10NS, ONCE DRI�, SHALL BE SWEPT AND SCRAPED
OF ALL MATERIAL AND SHALL HAVE PROPER AND IEGAL DISPOSAL
45. TRASH, DEBRIS. MATERIAL SALVAGE, AND/OR RECYCLING AREAS S'FiALL BE. WHERE PRACTICAL. AT LEAST FlFTI(
(50) FEE'I' FROM ANY PERMANENT OR INTERIM STORMWATFR STRUCTURES OR DRAINAGE WAYS AND SHALL BE
MONITORED AS PART OF THE ROUTINE INSPEC110NS. THESE FAqlJ11ES SHOULD BE LOCATED OUT OF THE WIND
AND COVER� AS ABLE. WHERE NOT ABLE TO COVER, LOCATING SAID AREAS ON THE SIDE OF OTHER
STRUCTURES TO REDUCE EXPOSURE TO WINDS, AND FOLLOW MAXIMUM LOADING GUIDEIJNES AS MARKED
ON THE CONTAINER. THE DEVELOPER IS REQUIRED TO PRACTICE GOOD HOUSEtCEEPING TO KEEP THE
CONSTRUC110N SITE FREE OF LJTTER, CONSTRUCTION DEBRIS. AND LEAKING CONTAINERS.
46. SANITARY FAGL111ES SHALL BE PREVENTED FROM 11PPING THROUGH THE USE OF ANCHORING TO THE GROUND
OR LASHING TO A STABILIZED STRUCTURE. THESE FAqlJ11ES SHALL ALSO BE LOCATED AS FAR AS PRACIICAL
FROM AN INIET, CURB CUT, DRAINAGE SWAIE OR OTHER DRAINAGE CONVEYANCES TO PREVENT MATERIAL
TRANSPORT FROM LEAVING THE LOCAL AREA. THIS CONSISTS OF THE FACILITY B�NG LOCATED. WHERE
PRACT1CAl, AT LEAST FlF7Y (50) FEET FROM ANY PERMANENT OR INTERIM DRAINAGE WAYS.
47. SPILLS: FOR THOSE MINOR SPILLS THAT; ARE LESS THAN THE STATES REJ�ORTABLE QUANTITY FOR SPILLS, STAY
WITHIN THE PERMITTED AREA, AND IN NO WAY THREATEN ANY STORMWATER CONVEYAN(�, NO11FY THE qTY OF
FORT COWNS UTILJIIES BY EMAIL AT EROSIONOFCGOV.COM OR PHONE (970) 817-4770. FOR ANY
SIGNIFlCANT, MAJOR, OR HAZARDOUS SPILLS, NO11FY THE CITY OF FORT COWNS UT1LJ11ES BY PHONE ONLY
AFTER EMERGENCY RESPONSE (911) HAS B�I NOIIFlED AND IS ON ROUTE. COUNTY HEALTH DEPARTMENT
(LCDHE) HAS BEEN NOIIFlED 1NROUGH LARIMER COUNTY SHERIFF DISPATCH (970) 416-1985, AND THE
STATE SPILL HOTLJNE INCIDENT REPORIING HAVE BEEN CONTACTED 1-877-518-5608. WRITTEN
DOCUMENTAl10N SHALL BE PROVIDED TO THE CITY WITHIN 5 DAYS OF THE EVENT. ALL SPILLS SHALL BE
CLEANED UP IMMEDIATELY.
48. SEL.EC110N OF 'PLASIIC WELDED"EROSION CONTROL BLANKEiS SHALL NOT BE USED IN AREAS THAT WILDLJFE,
SUCH AS SNAKES, ARE LJKELY TO BE LOCA'TF� AS THESE HAVE PROVEM TO CAUSE ENIRAPMENT ISSUES.
49. ANY STORMWATER FAqLI11ES USED AS A TEMPORARY CONTROL MEASURE WILL BE RESTORED AND STORM
SEWER L1NES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE IURNING THE
MAINTENANCE OVER TO THE OWNER, HOMEOWNERS ASSOCIAl10N (HOA), OR OTHER PARTY RESPONSIBLE
FOR LONG TFRM MAINTENANCE OF THOSE FAqL1TY.
50. ALL FlNAL STABWZATION SPECIFlCAl10NS SHALL BE DONE IN ACCORDANCE WITH THE MANUAL, CHAPTER 4:
CONSTRUCTION CONTROL MEASURES.
51. ALL DISTURBED AREAS DESIGNED TO BE VE(�iATED SHALL BE AMENDED. SEEDED & MULCHED, OR
LANDSCAPED AS SPECIFlED IN THE LANDSCAPE PLANS WITHIN 14 WORKING DAYS OF FlNAL t�tADING.
52. SOIL IN ALL VEGETATED (LANDSCAPED OR SEEDED) AREAS, INCLUDING PARKWAYS AND MEDIANS SHALL
COMPLY WITH ALL REQUIREMENTS SET FORTH IN STREET TREE NOTES AND GENE'RAL LANDSCAPE NOTES.
53. ALL SEEDING SHALL REFER TO LANDSCAPING PLANS FOR S'PEqES MIXTURE AND APPLJCAl10N RATES AND
DEPTHS REQUIREMENTS.
54. ALL SEED SHALL BE DRILLED WHERE PRACTICAL TO A DEPTH BASED UPON THE SEED TYPE. BROADCAST
SEEDING SHALL BE APPLIED AT DOUBLE THE RATE AS PRESCRIBED FOR DRILL SEEDING AND SHALL BE L1GHILY
HAND RAK� AFTER APPLJCAl10N. HYDROSEEDING MAY BE SUBSTITUTED FOR DRILL SEEDING ON SLOPES
STEEPER THAN 3(H):1(V� OR ON OTHER AREAS NOT PRACIICAL TO DRILL SEED AND CRIMP AND MULCH. ALL
HYDROSEEDING MUST BE CONDUCTED AS TWO SE'PARATE PROCES'SES OF SEEDING AND TACKIFlCATION.
55. ALL SEEDm AREAS MUST BE MULCHED WITHIN TWEMTY-FOUR (24) AF7ER PlAN11NG. ALL MULCH SHALL BE
MECHANICALLY CRIMPED AND OR ADEQUATEL.Y APPLIED TACKIFlER. 1HE USE OF CRIMPED MULCH OR
TACKIFlER MAY REQUIRE MULTIPLE RE-APPLJCAl10NS IF NOT PROPERLY INSTALLED OR HAVE WEATHERED OR
DEGRADED BEFORE VEGETATION HAS BEEN ESTABLISH�. AREAS OF EMBANKMENTS HAVING SLOPES
GREATE'R THAN OR EQUAL TO 3H:1V SHALL 8E STABILJZED WITH AN EROSION MAT OR APPROVED EQUAL TO
ENSURE SEED WILL BE ABLE TO GERMINATE ON THE STEEP SLOPES. DURING A SEASON WHEN SEEDING DOES
NOT PRODUCE VE(�TAl1VE COVER, ANOTHER TEMPORARY EROSION CONTROL SHALL BE IMPLEMEN7ID
ALONG WITH. OR UN11L, TEiu1PORARY SEEDING OR P�tMANENT EROSION CONTROL CAN BE PERFORMED.
56. THE DEVELOP�2 SHALL WARRANTY AND MAINTAIN ALL VEGETAl1VE MEASURES, WITH THE EX(�P110N OF STREEi
TREES. FOR 1W0 GROWING SEASONS AFIER INSTALLAl10N OR UNTiL SEVENTY PERCENT (707n VE(�TAl1VE COVER
HAS BEEN ESTABUSHED, WHICHEVER IS LON(�it AND MEETS ALL THE CRITEitIA OUTIJNF� IN THE FORT COWNS
STORMWATER CRITERIA MANUAL CHAPTER 4: CONSTRUC110N CONTROL MEASURES.
57. THE DEVELOP�2 SHALL MAINTAIN, MONITOR, REPAIR. AND R�LACE ANY AND ALL APPLICABLE CONTROL
MEASURES UN11L FlNAI. STABILIZA110N HAS BEEN OBTAINED. ALL CONTROI. MEASURES MUST REMAIN UNTiL
SUCH TIME AS ALL UPSTREAM CONTRIBUIING POLLUTANT SOURCES HAVE BEE�1 VEGETATED OR REMOVED
FROM THE SITE. WHEN ANY CONTROL MEASURE IS R�IOVED, THE DEVELOP�2 SHALL BE RESPONSIBLE FOR
THE CI.EANUP AND REMOVAI. OF ALL SEDIMENT AND DEBRIS FROM 1HAT CONTROI. MEASURE. AT THE POINT
AT WHICH THE SITE HAS BEEN DEEMED STABILJZED AND VERIFlED BY qTY EROSION CONTROL INSPECTOR,
ALL TEMPORARY CONTROL MEASURES CAN THEN BE FULLY REMOVED. ALL MEASURES SHALL BE REMOVED
WIIHIN 30 DAYS AFtER FlNAL STABILIZATION IS ACHIEVED.
58. THE RESPONSIBLE PARTY SHALL MAINTAIN AND KEEP CURRENT ALL PAYM�ITS OR RELATED FORMS OF
SECURITY FOR THE EROSION CONTROL ESCROW UNT1L 1) STABIIJZAl10N HAS BEF�1 REACHED AND 2) ALL
CONTROL MEASURES AND/OR BMPS HAVE SEDIMENT MATERIALS C0l1ECTED AND THE CONTROI MEASURE
R�IOVED FROM THE SITE. AT THAT 11ME THE SITE WILL BE CONSIDER� COMPLETED AND ANY REMAINING
EitOSION CONTROL ESCROW SHALL BE RETURNED TO THE APPROPRIATE PARIIES.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
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DATE
JULY 17, 2024
SHEET
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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N.T.S.
NOTES
1. TOP OF FOUNDATION ELEVATIONS TO BE
PROVIDED WITH SECOND ROUND.
2. THE TOP OF FOUNDATION ELEVATIONS SHOWN
ARE THE MINIMUM ELEVATIONS REQUIRED FOR
PROTECTION FROM THE 100-YEAR STORM.
� MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
THE 100-YEAR WATER SURFACE IN STREETS,
CHANNELS, DITCHES, SWALES, OR OTHER
� DRAINAGE FACILITIES, AS ILLUSTRATED BY A
MASTER GRADING PLAN ARE TO BE SHOWN.
W 3. REFER TO STREET PLAN & PROFILES ON
�/ SHEETS 144 - 176 FOR FLOWLINE PROFILE
INFORMATION.
LEGEND
PROPOSED CONCRETE
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Colorado 80525
Phone: 970.226.0557
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SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
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- �� ; ° �. � � � � --r I I \ \ o I o \ \ \ PROPOSED CONCRETE ° � Q
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':, ;:��,` ::ti'. - I ' � " T.O.F.=11.69 , T.O.F.=11.81 � w �, . W
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"�'� � I I' �T.O.F.-11.37 � I �'•.. �. I T.O.F.=11.45 T.O.F.=11.60 � • o.�. � � � I � i7� �
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T.O.F.=11.12 LOT ZZ � T.O.F.=11.35 0� .`...
v'; �� F.G.= 10.45 � {° s4 ° � T.O.F.=11.17 I F.G.= 10.68 � � ' I I ��� I\ \ � � \ \
�' 1 I � � �� n - h �9 1 . ^ L � � F.G.= 10.50 I � � � � . . v , � I LOT 2 � � I \ \
:*.,. �,`. � � $ � � �L- . " T.O.F.=10.56
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F G.= 9.62
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O I d .. � y /• ' \ � � 6• -- / • i `9.9� 'J "J. �' I LOT 18 .
= o , ' I ;�� . / � T.O.F.-8.72� / . � � � � �. � � �-
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O • �. � � � - o �( o: . � \ , � � _ v. .. - � � / . .F.=
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� ` // e � � \ F G 8 05 / / � , : � � Q � )
m � LOT 4 I: � � '?A! 9 � � �.s� ��- o / p..� o: 6� �y .s i.
Q a o -- I 'd �` ,� - ti'� LOT 26 \�, � � = �l � � � � J o... ,� `� � �� .:.. .+� . �� R�
T.O.F.=6.03 e h• `4 / / � � � i /% � � o
w ~. , �: > � T.O.F.=7.89 .
0
H � . . F.G.= 5.36 � � a ' ' � ` •�� � d'� � • ' o - - �.
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o- / / / I I �
�.�..� �- � 6. � � � � o \ / � � / ti � � LOT 29 � / / � �f� � ��... I LOT 17 r
� . � p ' ``•� •`� . , . � � � / rO� � � T.O.F =8.46 ` / %� �o.� � c9� a.: ... I T.O.F =9.24 I
a' � ':� d ; / � �-��� \ 4 � \ / � F.G.= 7J9 y
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'.�*.. ,�`L- A g7 � / � � _ � � v /R L--- �-- � s �'�� O ---- F_G.= 8.57 ---- �, so
.� ti �? . °� . : � ;l 8 ` " � ��,� / � � ��oo ,�� / � � �'gg$ � � �.�� %� � � �' s < • � �6 R � � soos -� ��� P.
��. �, � LOT 25 / c� � .. `� . . �.. �^ s -�
�.�.e � '� `��'. ep.. � /O' a �� � '0� / ��_ / '�� 4' '.�s'�' . .. 4� � 't� ... .. .$. . .
� � ���a . '�o:e� .tQ
s;<. f �': � � T.O.F =7.66 / / \ � �. o�� . - a.. �.I �
\ / � 6' � g �o. p � r� •6':
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-,, � � �.f=, `. ,:;o. �F.G s ss � ; � � •�� 4999 . �; � �,\T; ` ,. � .� . ALLEY �J s� .
� 9.. � ... LID RAIN � o� / �o,� LOT 30 � �� >� . - . ws��.. < ��:
� #3 ( ° ' �., e I� , � � i h L •� - . �
o; . i� : �- � : T.O.F =8.25 % 6': ' ' \�;,;; � . > �. ' ''o : ' . .
i � - � � i ,:• . '� . ��- 'o' �� \ :I�.'
LOT 5 {.� a GARDEN� �� 'o � � � _ � � . '�,`.�4 e
� o�� , P� �� � p � \ / � � F.G.- 7.58 � � � - �a- �,�- - -�.- .� � =T„�:- - � � . -
.�•. .
� T.O.F =6.01 I �v ::. . � 6,51 �/ �/.�' � � / � , _- � � "ALLEY J s - - - -
,.4� � � , . I� e �; .•�s �� � / \ \ s / / •_,`.�,.,:.. �'�-, :� ..� ��. . �� � •.�=�:.
F.G.= 5.34 � . ,�0 � ) %' / � � � .� h . ,�, - •� _ ��-
��s �`� iYP� � � I-� J . ..j . /. o Q-.° ' �. � LOT 24 � e� � � �.�2 � �� o. ` o . ,? � �o• �- - s,- - '��- 'oo -6.
� �o � J�. -o ...-3 i � , � �� �
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�' e �.. ti R R •. p. A: :� ''o � 6?� I� ,, o� � � LOT 31 / � s
G
R ; : � ;l / � \ 9 � \� / �' � / `'• � � T.O.F -8.04 % -1, . �� � �, LOT 12 .. . � � � �� oo,
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e I : . .
: .9� . � �' � a ,ao �� � s.� s �y:�� / Z � � ; ._ . � � : . .= LOT 13 LOT 14 LOT 1 �5 LOT 16
/ FG 737 a �!'� TO.F�7.57 /
, Y o � i e? 9 � R R e�`•', \ LOT 23 s�: � z �1 0 / l FG= 6.90 ` _ .. _ _
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/� T.O.F-7.21 - .. � 6.88
0 ��, s � �, . F. �� � :. ��. : _ \ � F / o / /.: 5.89
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Q.. r' / ..� � Z � �. F.G.= 7.51 F.G.= 7.63 F.G.= 7.75 F G 7.75�
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,�°` X � $ J � . :d Rs � � � o . � d h• � LOT 32 �� �s . � �4 = �s.s5 � � � ,�
:4� � .- � ,g � ���, � �6 . � � � T.O.F =7.80 -r--- � , � . 999 0 � �
:. \
}o , LOT 6 � -.o ':�i � e: � � ,e , � � s? , / RAISED CROSSWALK �F.G= 7.13 � � � - . � � LOT 11 � �( - ' , O
` � .. 5.79 � � � ►� 6' .-
o. T.O.F -5.96 � � �: / � ? / PEf2 LCUA$$ - A � • � �• 5J4 T.O.F.=7.57 ' '� 0 0 � �
+•I '. � � .>. '` ��6.68 � � � `.%. . ' h• �h•� h' -h' �� .. �
..
.
i / 6
ss.00' Row : F.c.= s.2s I ,,:�, ' - : ;�., � � _� �. DETAIL 1613 � � - / r�F.G.= 6.90 0 . 1� _ ., ,:o "°��` '�
. ��_ ,
TYP� ,� ,'. ..:. .�, .�...:�:� . r , LOT 22 '/ , + , Q ,a. �„6 . ..o. I
'e� �. ( // �, / W
n I /�` � � .. � s.�2 / %ti� � s /.
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A, ; o � I . ,� � T.O.F.=6.67 � ti LOT 33 � se .� : � � �
i'- � o ' o . �> . � � � h� � � �' t
/�/ �F.G.= 6.00 T.O.F =7.60 �
�� % :�� � � - A - e � � � � LOT 10 s.so.-..° �.
..
3s.00' �.o o� - A A . ' s � _ �B � � I• � .. �
....
FL-FL ;.. � . �' '`�j •�7t �. ' .' • � �. � .. . � / � \ � _- . �� 5.12 F.G.= 6.93 �� �5 5 T.O.F.=7.40 � , ` ' W
v . �\ � < o >�. / 5�5 � �/ U7 f� i \ / F.G.= 6J3� � • �
: R � g \
e� \ o ` �� °c� \ . ��� � � � � � 6.24 / ( �
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T.O.F.-6.67 �
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6.12 .
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o.
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U ' LOT 7 0. %, • � _ :� ,� � 48 � / LOT 34 � ` y �� T.O.F.=7.16 � , `'=� -
s :
�`. T.O.F.=5.89 � >� �' � 5,g3 \ / S � / 88 '` 4.87 � "' \ o� `� s F.G.= 6.49 / � ��
A o.. j a��/ I � � 1.p , T.O.F.=7.09 �, � �
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TOF 655
�� � F G 5 88 � ) � �/^ � � i� 6.12 /- % . � o .
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�T � �� � � i� �4.ss� LOT 35 � �o ` � � RAISED CROSSWALK PER j��
`�! � � o �'r �/ 5,� � , ti / / � �� T.O.F =7.04 �� o' P 1 � LOT 8 � 4.s2 ,/';;; LCUASS DETAIL 1613
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a .s e.
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s � '
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: �. . � ' ' . ' :. .: o .. F.G.= 5.69_ � �/ \ \ �'/ : / �� � � v . � ..
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> ` LOT 8 I ,I „lso � � . � . � \ _ , Y o . � �• �,,,
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_F.G.= 4.94 9 P ` 5•2 / / 4.44 -- � .. .. - / � LOT 7 � 4.69 � �l/ � . �
� . ` - � T.O.F.=6.84 �
• � , % � �..o , s ��'/ � LOT \ \R? / / >: _, \ F ._ . � •� s � R�\-� T.O.F =6.63 v e . 5�,�0
'I� � � � � Q '�' �� 18 � � ' ?%- o.� / o'. /, \ '� s i7 / % •o�- � � 5.57�.G.- 5.96 � � > � 3 8 FINAL PARK
� , ..o T.O.F =6.19 � � . �� / � � � 9•• a � � � 3.96 , �
,��1. sr � � -> ' ` � ; . / 5.72 � / f'> � !�, -, GRADING DETAILS TO
' �. S� ' �� ' +� �' � F.G.= 5.52 � \ `
'.a .s p. � 4 s � i `� �� �R ,l , o s ��� LOT 6 4.56 v' BE PROVIDED NEXT
/ _ ��' � � / � �'�� , �� � � LOT 37 � � ��• �� - - s� �
,� . � � , .. . . .I ` � �O \ / �4.22 .. � A� T.o.F.-s.4s ROUND
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v � s, % ..o.' / / y. � �/ � * � � T.O.F.=6.64 � ' � � 5.44�G.= 5.82 iQp� < \
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p e� � / I '.. '- P �'� � � l � � \ � R�y` '� ` o d T.O.F =6.36 ?80p• �� -a
I � LOT 9 . ., • � . .\ LOT 17 : : � , R ,� R _ '/ - �, � .� ..
'S� .. � 4.07 "' � \ % : � . •6+ F.G.- 5.69 �
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` T.O.F.=5.45 = `.i�3.26 t�'.- . '4 T.O.F.=6.02 d . �
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F.G.= \\ F G 5 35 - �/ " ,v �
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y a : s . i _ ' � _ - � .. '\ 2.84 3.aa �; : , � � � , �� � R R �< R _ . � ' '4 . I LOT 3 �
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0.86 ,s r ' 1 - a+--- sj----� / / �� -5�-- ��-- '�?- ,�-�c� I T.O.F=6.25 / ..:.•,
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=� � .. T.O.F.=4.11 i. I I .,.. . �
T.O.F.=4.01 \ T.O.F -4.80 i LOT 39 4.84 � LOT 2 ` ? - ` �
� �, V � � � F.G.= 3.34 F.G.= _3.44 � \ �, F G - 4.13 /� - � .' e T.O.F =5J4 I � � J; a. I _ � f � ^� � �
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, R �� F.G.- 3.23 �' J \ / �� ; �,:� T \ T.O.F.-5.75 T.O.F.-5.75 T.O.F -5.76 � .4 :���� �' � 5.00 •Ss; ' � "° I . �. ' .. . . I
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/� �- � �� F.G.= 3.69 � � / ry \ �• ; ' � T.O.F =5.92 2.90 �.. . ._,; _ �
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NOTES
1. TOP OF FOUNDATION ELEVATIONS TO BE
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2. THE TOP OF FOUNDATION ELEVATIONS SHOWN
ARE THE MINIMUM ELEVATIONS REQUIRED FOR
PROTECTION FROM THE 100-YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
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CHANNELS, DITCHES, SWALES, OR OTHER
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INFORMATION.
LEGEND
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1. TOP OF FOUNDATION ELEVATIONS TO BE
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CHANNELS, DITCHES, SWALES, OR OTHER
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MASTER GRADING PLAN ARE TO BE SHOWN.
3. REFER TO STREET PLAN & PROFILES ON
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T.O.F.=4.89 F.G.- 4.44 0 � -_ Y;; , 08 � F.G.= 6.22
.. ... LOT 59 LOT 58 _ ,_ F.G.O- 4.66 F.G.- 4.75 F.G; 4.90 F.G.-: 5101 F G= c5.62 F.G. � 5.80 F.Gv�, 5.98 F.G.- 6i16 F.G\ �v6.39 F G. u�6.67 F G 7.J y� �.d ._� � � 3.39 �
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SEE SHEET 15
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KEY MAP
N.T.S.
NOTES
1. TOP OF FOUNDATION ELEVATIONS TO BE
PROVIDED WITH SECOND ROUND.
2. THE TOP OF FOUNDATION ELEVATIONS SHOWN
ARE THE MINIMUM ELEVATIONS REQUIRED FOR
PROTECTION FROM THE 100-YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
THE 100-YEAR WATER SURFACE IN STREETS,
CHANNELS, DITCHES, SWALES, OR OTHER
DRAINAGE FACILITIES, AS ILLUSTRATED BY A
MASTER GRADING PLAN ARE TO BE SHOWN.
3. REFER TO STREET PLAN & PROFILES ON
SHEETS 144 - 176 FOR FLOWLINE PROFILE
INFORMATION.
LEGEND
PROPOSED CONCRETE
PROPOSED PAVERS
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
12 of 216
N
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e_ �� �
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�P. .. : q � , . , ' - . � � � T1E TO �.
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� � o , '. �� \ � • M � � � �;°' � � MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
2'83 ; � � � ��.. - � �i �/ � / � � THE 100-YEAR WATER SURFACE IN STREETS,
/ DITCHES SWALES OR OTHER
2.89 ` � s�4 _ , .. . .�.-�' � \ � \ .: a � � � ��� / / � � CHANNELS, , ,
��� DRAINAGE FACILITIES, AS ILLUSTRATED BY A
- �/ - :=' ���� � � � / // / / � � MASTER GRADING PLAN ARE TO BE SHOWN.
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� CURB AND GUTTER TO BE �S 3. REFER TO STREET PLAN & PROFILES ON
2'89 283 • 3� ` � � �Sp�B �/ INSTALLED WITH THE ULTIMATE o�2� SHEETS 144 - 176 FOR FLOWLINE PROFILE
��� � / \ /� GIDDINGS IMPROVEMENTS INFORMATION.
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SEE SHEET 16
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
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JULY 17, 2024
SHEET
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Colorado 80525
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J08 N0.
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DATE
JULY 17, 2024
SHEET
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2. THE TOP OF FOUNDATION ELEVATIONS SHOWN
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PROTECTION FROM THE 100-YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
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_ INFORMATION.
LEGEND
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
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SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
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N.T.S.
NOTES
1. TOP OF FOUNDATION ELEVATIONS TO BE
PROVIDED WITH SECOND ROUND.
2. THE TOP OF FOUNDATION ELEVATIONS SHOWN
ARE THE MINIMUM ELEVATIONS REQUIRED FOR
PROTECTION FROM THE 100—YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
THE 100—YEAR WATER SURFACE IN STREETS,
CHANNELS, DITCHES, SWALES, OR OTHER
DRAINAGE FACILITIES, AS ILLUSTRATED BY A
MASTER GRADING PLAN ARE TO BE SHOWN.
3. REFER TO STREET PLAN & PROFILES ON
SHEETS 144 — 176 FOR FLOWLINE PROFILE
INFORMATION.
LEGEND
PROPOSED CONCRETE
PROPOSED PAVERS
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE � ��
FLOW ARROWS �
STABILIZED STAGING AREA ss,a �
CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL ��
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Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
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AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE � ��
FLOW ARROWS �
STABILIZED STAGING AREA ss,a �
CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL ��
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J08 N0.
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SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCT10N BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSIT10NS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. THESE PLANS NEED TO BE UPDATED, BY THE
CONTRACTOR, THROUGHOUT CONSTRUCT10N.
EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE � ��
FLOW ARROWS �
STABILIZED STAGING AREA ss,a �
CONCRETE WASHOUT AREA cwa �
VEHICLE TRACKING CONTROL ��
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
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Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
22 of 216
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. THESE PLANS NEED TO BE UPDATED, BY THE
CONTRACTOR, THROUGHOUT CONSTRUCT10N.
EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETT1NG, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE � ��
FLOW ARROWS �
STABILIZED STAGING AREA ss,a �
CONCRETE WASHOUT AREA cwa �
VEHICLE TRACKING CONTROL ��
SILT FENCE SF SILT—
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
23of216
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERAT10NS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE
� �ou �
FLOW ARROWS �
STABILIZED STAGING AREA ss,a �
CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL ��
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
24 of 216
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MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
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CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
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ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
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AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
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THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY TO READ AND
IMPLEMENT THE SWMP PLAN. THESE EROSION CONTROL PLANS
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SHOW ALL OF THE BMPS THAT WILL BE NEEDED DURING
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CONTRACTOR, THROUGHOUT CONSTRUCTION.
EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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INITIAL BMP'S:
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WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. THESE PLANS NEED TO BE UPDATED, BY THE
CONTRACTOR, THROUGHOUT CONSTRUCT10N.
EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE ' ��'
FLOW ARROWS �
STABILIZED STAGING AREA ssn �
CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL ��
SILT FENCE SF SILT
SEDIMENT CONTROL LOG sc� -
CURB INLET PROTECTION CIP-1
DROP INLET PROTECTION D1P-2 �
RIPRAP RP
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WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
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MAJORITY OF CONSTRUCTION BEGINS.
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• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
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Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
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• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
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WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDIT10NS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERAT10NS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE
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FLOW ARROWS
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CONCRETE WASHOUT AREA �WA O
VEHICLE TRACKING CONTROL ��
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Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE ���� ,•���
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• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
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WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
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Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE 1 " = 50�
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SHEET
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N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
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Phone: 970.226.0557
J08 N0.
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SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
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WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
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STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
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AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERATIONS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
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CONSTRUCTION. THESE PLANS NEED TO BE UPDATED, BY THE
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EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
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748 Whalers Way
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J08 N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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KEY MAP
N.T.S.
INITIAL BMP'S:
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KiTs)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDITIONS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZATION WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAl10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERAT10NS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRACIICES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCTION. 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 OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE
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748 Whalers Way
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Colorado 80525
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J08 N0.
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INITIAL BMP'S: N. T. S.
• STABILIZED STAGING AREA (INCLUDES SOLID AND SANITARY
WASTE DISPOSAL AREAS, FUELING AND CONSTRUC110N
WATER FILLING AREAS, AND LOCATION OF SPILL CLEAN UP
KITS)
• SILT FENCE INSTALLATION ADJACENT TO TIMBERLINE RD AND
MOUNTAIN VISTA DR
THESE AND ANY OTHER CONTROLS DEEMED NECESSARY BY THE
CONTRACTOR ARE INTENDED TO BE INSTALLED BEFORE THE
MAJORITY OF CONSTRUCTION BEGINS.
INTERIM AND FINAL BMP'S:
AFTER THE INITIAL FlLLING AND GRADING OF THE SITE, THE
CONTRACTOR SHALL ALSO MARK ON THIS PLAN THE
TEMPORARY EROSION PREVEN110N CONTROLS SUCH AS:
• TEMPORARY SEEDING
• MULCHING
• SURFACE ROUGHENING
• ADDITIONAL SILT FENCE
CONTROLS ARE TO BE INSTALLED AS THE SITE TRANSITIONS
FROM ONE SEQUENCE TO ANOTHER AND THEY SHALL BE
UPDATED AND FIELD CHANGED AS SITE CONDI110NS CHANGE.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAT10N WITHIN 2 WEEKS OF BEING DISTURBED SHALL
RECEIVE SURFACE ROUGHENING.
ANY DISTURBED AREA WHICH HAS NOT REACHED FINAL
STABILIZAT10N WITHIN 30 DAYS SHALL BE TEMPORARILY SEEDED
AND MULCHED. MULCH SHOULD BE SPREAD EVENLY AT A RATE
OF 2 TONS PER ACRE AND SHALL BE TACKED OR FASTENED BY
AN APPROVED METHOD SUITABLE FOR THE TYPE OF MULCH
USED.
THESE MUST BE INSTALLED WITHIN 30 DAYS OF COMPLETED
GRADING OPERAT10NS.
REFER TO THE SWMP REPORT FOR A DETAILED DESCRIPTION OF
BEST MANAGEMENT PRAC110ES.
IT IS THE CONTRACTOR'S RESPONSIBILJTY 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
CONSTRUCT10N. THESE PLANS NEED TO BE UPDATED, BY THE
CONTRACTOR, THROUGHOUT CONSTRUCT10N.
EROSION CONTROL BLANKETS SHALL BE USED ON ALL SLOPES
GREATER THAN 3:1. PROPEX LANDLOK CS2, OR OTHER
BLANKET MADE OF LOOSE, WOVEN NETTING, SHALL BE USED TO
PREVENT ANIMAL ENTRAPMENT.
LEGEND
LIMIT OF DISTURBANCE
FLOW ARROWS
� LOD �
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TABLE OF CALCULATIONS
Total Disturbed Project Area 143.40 Acres
Total "Onsite" Area of Disturbance 143.40 Acres
Total "Offsite" Area of Disturbance N/A
TotalStorage/StagingArea N/A
Total Haul Roads Area N/A
Construction Vehicle Traffic Area N/A
Est. Percent of Project Area Exposed 100%
Est. Percent Vegetative Cover 90% Density
Existing Soil Type Group D Clay Loam
Groundwater Depth 15 Feet
Number of Phases w/ Project N/A
Total Volume of Imported (+) /
Exported (-) Materials N/A
Total Area of Stockpiling of Fill or
Borrow Areas Off Site 0 Sq. Feet
Steepest Slope 4:1 H:V
Distance from a Riparian Area or
Sensitive Area 30 Feet
100 0 100 200
scale 1 "=100' feet
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ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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JOB N0.
1230.0009.00
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EXTENSION
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DATE
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JULY 17, 2024
37 of 216
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1. ALL POTABLE & NON—POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10—FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18—INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10—FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18—FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO �
CONSTRUCTION. O
5. NO TREE(S) SHALL BE LOCATED WITHIN 10—FEET OF DISTRICT
FACI LI Tl ES. �
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (%�
UNLESS OTHERWISE NOTED. �
7. SANITARY SEWER SERVICES SHALL BE 6" PVC UNLESS �
OTHERWISE NOTED. �
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS � 0
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN ��
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q=
ENCOUNTERED. � �
11. ALL POTABLE AND NON—POTABLE WATER SERVICES SHALL BE
3/4" TYPE—K COPPER ON A SINGLE METER PIT AND 1" Q
TYPE—K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. �
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. O
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL �
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
38 of 216
SEE SHEET 40
TEMP FH FOR
FUTURE LINE
EXTENSION
SEE SHEET 37
NOTEs
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N.T.S.
ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SHEET 41
30 � 30 60
scale 1 "=30' feet
DATE
SHEET
JULY 17, 2024
39 of 216
SEE SHEET 38
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NOTEs N . T. S.
1. ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
5. NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
40 of 216
SEE SHEET 39
NOTEs
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W
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FILENAME
0009_UTILITY
1.
2.
3.
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KEY MAP
N.T.S.
ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SHEET 44
30 � 30 60
scale 1 "=30' feet
DATE
SHEET
JULY 17, 2024
41 of 216
SEE SHEET 40
NOTEs
�
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�
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W
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DAP
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BRB
FILENAME
0009_UTILITY
1.
2.
3.
4.
� 5.
W 6.
W 7•
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10.
11.
12.
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13.
N
KEY MAP
N.T.S.
ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SHEET 45
30 � 30 60
scale 1 "=30' feet
DATE
SHEET
JULY 17, 2024
42 of 216
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NOTEs N . T. S.
1. ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
5. NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
DATE
SHEET
JULY 17, 2024
43 of 216
SEE SHEET 41
NOTEs
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N.T.S.
ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SHEET 46
50 � 50 100
scale 1 "=50' feet
DATE
SHEET
JULY 17, 2024
44 of 216
SEE SHEET 42
NOTEs
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N.T.S.
ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SHEET 49
30 � 30 60
scale 1 "=30' feet
DATE
SHEET
JULY 17, 2024
45 of 216
SEE SHEET 43
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1. ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
5. NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
SEE SFiEET 48
30 � 30 60
scale 1 "=30' feet
DATE
SHEET
JULY 17, 2024
46 of 216
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NOTEs N . T. S.
1. ALL POTABLE & NON—POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10—FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18—INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10—FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18—FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO �
CONSTRUCTION. O
5. NO TREE(S) SHALL BE LOCATED WITHIN 10—FEET OF DISTRICT
FACI LI Tl ES. �
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES (%�
UNLESS OTHERWISE NOTED. �
7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS �
OTHERWISE NOTED. �
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS � 0
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS. W
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN ��
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10' Q
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS Q=
ENCOUNTERED. � �
11. ALL POTABLE AND NON—POTABLE WATER SERVICES SHALL BE
3/4" TYPE—K COPPER ON A SINGLE METER PIT AND 1" Q
TYPE—K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED. �
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND Z
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS. O
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL �
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
OF THE TRAIL, AND ALL OTHER LANDSCAPING MAINTENANCE
WITHIN THE EASEMENT.
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JOB N0.
1230.0009.00
SCALE 1 " = 30�
DATE
JULY 17, 2024
SHEET
48 of 216
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NOTEs N . T. S.
1. ALL POTABLE & NON-POTABLE WATER MAINS SHALL BE CLASS
150, C900 PVC, BURIED WITH 5 TO 6 FEET OF COVER UNLESS
OTHERWISE NOTED AND/OR APPROVED BY THE DISTRICT.
2. CONTRACTOR SHALL MAINTAIN A MINIMUM OF 10-FEET
HORIZONTAL SEPARAl10N BETWEEN WATER AND SEWER MAIN
LINES AND SERVICES.
3. WHERE WATERLINE CROSSES A SEWER LINE AND THE VERTICAL
SEPARATION IS LESS THAN 18-INCHES, THE CONTRACTOR
SHALL CENTER THE WATERLINE OVER THE CROSSING SUCH
THAT NO PIPE JOINTS ARE WITHIN 10-FEET OF THE CROSSING.
ONE LENGTH OF PIPE, WITH A LAYING LENGTH OF 18-FEET, OR
GREATER SHALL BE INSTALLED.
4. ALL EXISTING U1ILITY LOCAl10NS SHOWN ARE APPROXIMATE
AND NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
5. NO TREE(S) SHALL BE LOCATED WITHIN 10-FEET OF DISTRICT
FACI LI Tl ES.
6. ALL HYDRANT TEES ON THE MAIN LINE SHALL BE SWIVEL TEES
UNLESS OTHERWISE NOTED.
7. SANITARY SEWER SERVICES SHALL BE 6� PVC UNLESS
OTHERWISE NOTED.
8. SANITARY SEWER MANHOLES SHALL BE 48� DIAMETER UNLESS
OTHERWISE NOTED. ALL SANITARY SEWER MANHOLES SHALL BE
PER STANDARD BOXELDER SANITATION DISTRICT DETAILS.
9. ALL MANHOLES SHALL BE AIR 11GHT AND VACUUM TESTED IN
ACCORDANCE WITH DISTRICT REQUIREMENTS.
10. CONTRACTOR SHALL INSTALL CLAY CUTOFF WALLS 10'
UPSTREAM OF ALL MANHOLES WHERE GROUNDWATER IS
ENCOUNTERED.
11. ALL POTABLE AND NON-POTABLE WATER SERVICES SHALL BE
3/4" TYPE-K COPPER ON A SINGLE METER PIT AND 1"
TYPE-K COPPER ON DUAL PITS UNLESS OTHERWISE NOTED.
METER PITS SHALL BE LOCATED WITHIN THE EASEMENT AND
SHALL NOT BE LOCATED UNDER DRIVEWAYS OR SIDEWALKS.
12. LANDSCAPING WITHIN THE TRAIL EASEMENT SHALL BE PROVIDED
IN ACCORDANCE WITH ALL APPLICABLE CITY CODES AND WILL
REMAIN THE RESPONSIBILITY OF THE UNDERLYING LANDOWNER.
LANDSCAPING MUST PROVIDE ACCEPTABLE CLEARANCE FROM
THE TRAIL SURFACES AS SPECIFIED IN THE TRAIL MASTER
PLAN. SPRAY IRRIGATION, IF REQUIRED, SHALL BE DESIGNED
AND MAINTAINED TO AVOID OVER SPRAYING ONTO THE TRAIL.
13. THE CITY IS RESPONSIBLE FOR THE LONGTERM MAINTENANCE
OF THE REGIONAL TRAIL WITHIN THE DEVELOPMENT.
MAINTENANCE CONSISTS OF SNOWPLOWING OF THE PAVED
SURFACE, OCCASIONAL SEASONAL MOWING 23' ADJACENT TO
THE TRAIL SURFACE, REPAIRING/REPLACING SURFACE DAMAGE
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CONSULIING ENGINEERS
748 Whalers Way
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 30�
DATE
SHEET
JULY 17, 2024
49 of 216
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COVERAGE: 75.07G
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COVERAGE: 77.6X
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F.B. SECONDARY: n/a
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COVERAGE: 78.3x
F.B. PRIMARY: 77.896
F.B. SECONDARY: n/a
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OCCUPATION: 64.89L
COVERAGE: 79.296
F.B. PRIMARY: 91.77G
F.B. SECONDARY: n/a
51DEWALK
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OCCUPAl10N: 67.4%
COVERAGE: 79.1 X
F.B. PRIMARY: 1009G
F.B. SECONDARY: n/a
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JOB N0.
1230.0009.00
SCALE 1 �� _ $O�
DATE
JULY 17, 2024
SHEET
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KEY MAP
N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT-OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT-OFF-WALLS SHALL BE
CONSTRUCTED WITHIN FIVE FEET (5')
UPSTREAM OF EVERY MANHOLE. THE CUT-OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12�). SEE SHEET
202 FOR DETAILS.
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1230.0009.00
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1. REFER TO COVER SHEETS FOR LEGEND AND
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AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
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WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
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J08 N0.
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SCALE
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JULY 17, 2024
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KEY MAP
N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT—OFF—WALLS SHALL BE
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WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
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SCALE
H:1 "=50' V:1 "=5'
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2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
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WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
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202 FOR DETAILS.
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Suite 200 Fort Collins
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Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
63 of 216
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NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT-OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT-OFF-WALLS SHALL BE
CONSTRUCTED WITHIN FIVE FEET (5')
UPSTREAM OF EVERY MANHOLE. THE CUT-OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12"). SEE SHEET
202 FOR DETAILS.
50 � 50 100
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748 Whalers Way
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Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
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N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT—OFF—WALLS SHALL BE
CONSTRUCTED WITHIN FIVE FEET (5')
UPSTREAM OF EVERY MANHOLE. THE CUT—OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12"). SEE SHEET
202 FOR DETAILS.
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
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N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT—OFF—WALLS SHALL BE
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UPSTREAM OF EVERY MANHOLE. THE CUT—OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12"). SEE SHEET
202 FOR DETAILS.
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
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2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT—OFF—WALLS SHALL BE
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UPSTREAM OF EVERY MANHOLE. THE CUT—OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12"). SEE SHEET
202 FOR DETAILS.
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
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JULY 17, 2024
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KEY MAP
N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND
ADDITIONAL NOTES.
2. DUE TO GROUNDWATER, CUT—OFF WALLS
AROUND THE PIPE USING CONCRETE OR
BARRIER MATERIAL AT A MINIMUM DISTANCE
OF EVERY THREE HUNDRED FEET (300')
ALONG THE LENGTH OF THE PIPE IS REQUIRED.
GROUNDWATER CUT—OFF—WALLS SHALL BE
CONSTRUCTED WITHIN FIVE FEET (5')
UPSTREAM OF EVERY MANHOLE. THE CUT—OFF
WALL SHALL EXTEND INTO THE NAl1VE
MATERIAL A MINIMUM OF 12 INCHES (12") AND
EXTEND AROUND THE FULL CIRCUMFERENCE OF
THE PIPE AT A MINIMUM AND HAVE A MINIMUM
WIDTH OF TWELVE INCHES (12"). SEE SHEET
202 FOR DETAILS.
5015 5015
�� � �,Ft
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5010 5010
PROPOSED� I I
_ = GRADE j I i
— — — I
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> � EXISTING
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— — — —
5000 � �
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— oo — -
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oii S=0.40% i
4995 Z Z 285.81 L.F. — — 8" PVC i
� --142.50 L.F. S=0.40� 4995
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_ 8" PVC i
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50 � 50 100
scale HORIZ: 1"=50' feet
VERT: 1 "=5'
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
72 of 216
— .
. �
5010
5010
24.65 L.F. � � ���
— S=0.30� — — —
43"X68�RCP 29.00 L.F.
— � S=0.30% _ 100—YEAR HGL
22.84 L.F. 43"X68�RCP PROPOSED
5005 S=Q.3Q� GRADE HGL HGL 5005
48"X76"RCP 77.12 L.F.
EXISTING H HGL HGL HGL S=O.Z'rJ%
GRADE �� 4$" RCP —
HGL HGL HGL HGL
HGL HGL HGL GL HGL
5000 � ---- -- — -- --- 5000
0 143.18 L.F. � — — — — — —
60.95 L.F. O 171.42 L.F. 163.89 L.F.
S=0.30% S=0.25� S=0.25%
— S=0.30% 54" RCP 48 RCP
48�x76� R;P 0 48" RCP
4995 4995
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GRADE
30.95 L.F. 100—YEAR
5005 S=0.50� HGL 5005
— 18" RCP 17.75 L.F.
S=0.50%
18" RCP
5000 — 5000
4995 4995
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9+50 10+00 11 +00
ST-01
ST-1A �
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
74 of 216
ST-02
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100—YEAR HGL —
PROPOSED L���
122.50 L.F. S_�a50%
GRADE S=O. 'rJO%
21.54 L.F. 55.41 L.F. 248.96 L.F. 18„ R�P �8" RCP 5005
5005 S=0.20% S=0.20% 58.41 L.F.
62.76 L.F. 53"X83�RCP 53�X83"RCP S=1.50% 106.13 L.F. S=0.50% HGL
S=0.20% 89.66 L.F. IGL
43"X68"RCP S=0.50% S=0.50%
24 RC H
53"X83"RCP 30" RCP _ 30� RCP - HGL HGL HGL � ��� —H � —
H L HGL GL HGL HGL HGL O —
�J00� HGL �� \ cJ�O�
- -- - --- - -- - 119.25 �•F' � -_ ---- - - >�
- - - - g_1.50% ---- _ � -- - ---- - -- °-o
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KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
75 of 216
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N.T.S.
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100—YEAR HGL 18.00 L.F.
5005 i i S=0.50� 5005
24� RC i
PROPOSED
GRADE EXISTING
GRADE
5000 5000
4995 4995
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5010 5010
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
5� � 5� 1 �0 SHEET
scale HORIZ: 1"=50' feet �� O� �� �
VERT: 1 "=5'
11 +50 11 +00 10+00 9+00
9+50 10+00 11 +00 12+00
N
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`T � �.S
�. � ..�.
20.62 L.F. 48.65 L.F.
- - S=0.30� -
5005 S=0.30% 66" RCP 5005
19.75 L.F. 48" RCP PROPOSED
S=0.3�% 43.64 L.F. � - ��� GRADE EXISIING
� - - - - � 100-YEAR HGL GRADE� _
- 18" RCP S=0.30% _
= 42" RCP � - - -
- -- - �' � --
--- _ �-- ----- �
HGL HGL H L HGL HGL HGL HGL H6L F�fGL �� —�/ � r'JOOO
5000 - -
_ ______ _ _ ___ _� HGL HGL HGL HGL �
--------198.58 L.F. Hc GL
- S=0.30� 0 -
= 0 24" RCP 99.00 L.F. _ 212.88 L.F. -
S=0.30� S=0.3090 167.06 L.F. 67.41 L.F. 4995
4995 48" RCP 66" RCP S=0.3090 S=0.30� - �4.43 L.F.
58"x91" RCP 58"x91'" RCP 5=0.30�
58"x91" RCP
4990 � •�. •• .. •-• .. �• �. .. � 4990
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3w� 3w� 33w� 3w� 3� 3wv 33w� 3wv �� w33� 3�
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— t0 c0 � O N� — O O O N I� I� � I� � � �� I� N N � — I� 1� � � rn tC t� cp � N N —
- COGD� oOM� - NNN� 00� I�� I�I�� �NN� - ��� Q� — Nd-N� N� -
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� r� M C� � I� N O � I� O p�
�-{-� II II � +� II II � _ _+� II II II � c9+� II II � �-F� II � W+� II II � o+� II II II � _ U+� II II � m+� II II II � Q+� II � +�
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— _� II�Z� _� IIZZp — =I���ZZZp =�IIZZ� =�IIZ� =�IIZZ� =�IIZZZp = =I�IIZZ� =�IIZZZp =�IIZO M�II
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20+50 20+00 19+00 18+00 17+00 16+00 15+00 14+00 13+00 12+00 11 +00 10+00 9+50
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
79 of 216
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STA. ?
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� DETAIL
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5005 100-YEAR HGL 5005
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500o PROPOSED 5000
GRADE
53.21 L.F.
S=0.24%
18" RCP
4995 3 3 4995
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4995
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5005
� � —�� 100-YEAR
PROPOSED HGL
GRADE
HGL PROPOSED
GRADE SOOO
4995
56.89 L.F.
g-1.00%
24" RCP
> � 4990
-� �
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> —
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3 3 4985
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v • �v PROPOSED
100-YEAR HGL GRADE
PROPOSED
rjQQQ GRADE rjQQQ
19.15 L.F. - 19.15 L.F.
S=0.50� S=0.50%
18" RCP � 18" RCP
4995 4995
4990 4990
0 0
4985 � W 3 _ � � 4985
0
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U � N W � U �
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4975 z��z N��z z z z��? 4975
11 +50 11 +00 10+00 9+50
ST-21-
ST-21
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
80 of 216
N
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FILENAME
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r•..••••.
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Q���O� G��S �'� �
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5010 5010
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_ — PROPOSED _ IO.00 L.F. —
GRADE j rn S=O.5O%
5005 � �� 24'" RCP i 5005
EXISTING j rn o rn
GRADE �� �� 100-YEAR HGL 10.00 L.F. 26.17 L.F.
_ I z �� S=0.50%
S=0.30% 24" RCP
— Q� ZZ 48" RCP
— ---- --' `��> `�-
'rJOOO , � Z--I-�{�L HGL HGL H L H L HGL HGL HGL HGL HGL HGL SOOO
��_ �---�
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— I ` � � ,- - - - _ 121.06 L.F. 75,80 L.F.
— 344.63 L.F. - S=0.30% - 5-0.30%
4995 S=0.30% 54" RCP `-- 48" RCP \''
4995
54� RCP -
- � �
0 0
— m m
� �
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3w� w3� w�� r� wv ww3� r� w� �
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— pMj � CV � O M M � � r � d' � � N � � cMp �t' W �
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M� � M�'`> > �d' > > M �tn � z d� �'`�tn � M �� � � ���
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— _ _ = W II �� = W II W II
— ���i i� ���i i i ���i i i J�J� �°� z�F-¢-�i» i J� Ji � J� Ji
4980 NN�Z Z Z NN�z z z NN�z z z z N�z z - NN�z z z z z N�z z z N�z 4980
9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
�
feet
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
81 of 216
N
Z
0
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FILENAME
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r•..••••.
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�:. �o QQ�o���o�'
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5010 5010
` 1 SK
v � vv
44. 37 L. F.
- - - - - - S=0.50�
— — — — — — 24� RCP
5005 18.23 L.F. 100—YEAR HGL 5005
EXISTING PROPOSED S=O.5O%
_ — � �GRADE GRADEI 36" RCP
_ � 174.31 L.F., g2,81 L.F.
— � HGL HG HGL HGL HGLTHGL HGL H L- S—O.'rJO% —HGL HGL S=O.�JO% ;� H
r'JOOO HGL HGL HGL �iiGL HGL HGL HGL I HGL H L GL HGL HGL I --__ `L4" RCP ____ _ 24" RCP
— — 5000
---�\ � — — -- / _ — --- ----
— � � �^� — —� 199.62 L.F.--' 0 —
— 146.46 L.F. - 181.78 L.F. \ 81.76 L.F. 65.23 L.F. '— — g=0.50%
S=0.30� S=0.30% \\ -- S=0.30� � S=0.50� 36" RCP ��, —
4995 � �p 48� RCP 48" RCP 48" RCP 0
54 R _� � � _ � ° 4995
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— � — — _ — z j � �� —
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3w� d� ww3" w�" W3.. w..... w3w"Q� w�
z z rn z N Z rn H N z z z z z z cn �� � z z" z" z" � `!
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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 20+50
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
�
feet
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
82 of 216
N
Z
0
�
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5010 5010
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PROPOSED 100—YEAR HGL
GRADE
5005 5005
Hc�-11 9.31 L.F.
S=O. 'JrO% —HGL HGL H �2Z8.73
HGL L.F.�HGL
18� RCP S=�,80� HGL HGL -
18" RCP 53.92 L.F. —
0 — _ _ _ 5=1. 009;
5000 — — — — 18� RCP 5000
EXISTING � �
GRADE _ �
� —
>�
4995 3 ��- w w 3 4995
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— 0� — - > N �'
— � ��p — � � Np '9� �� �`� �9, M��
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Uoo�n �n �� m�o`� II U+� II �. z> m+� II II �
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— _� IIZZ� =`-IIZ� _� IIZ� `° _� IIZZ�
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4985 cncn�z z z NN�Z z �N�z z ���z z z
i 4985
14+50 14+00 13+00 12+00 11 +00 10+00 9+50
\ -
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5010 5010
��_���
V � V V
100—YEAR HGL 23.00 L.F.
5005 24.00 L.F I 24 O RCP 5005
S=0.50�
Z4" RCP EXISTING
GRADE
PROPOSED —
GRADE
5000 5000
4995 4995
�-.
4990 � ^ ..r � ^ 4990
OU Z ^'"� fW > � . O � .
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M � ��� M � � M ^
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J HJ� �H�i i i i J� J�
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9+50 10+00 11 +00
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KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
�
a
0
�
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DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STORM P&P
P�� ��C
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
83 of 216
N
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PROPOSED —
5005 8.95 L.F. GRADE 5005
S=0.50� 27.05 L.F.
18" RCP S=0.50%
— 18" RCP —
EXISTING —
GRADE
5000 5000
100-YEAR HGL
4995 4995
f
4990 4990
/1 I� -
� �
4985 � w W_ 0 3 4985
v � 33w� v �
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N
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9+00 10+00 11 +00 11 +50
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tT_ S�=
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100-YEAR
5005 56.00 L.F. HGL 5005
S=0.50%
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EXISTING PROPOSED
GRADE GRADE
5000 c� 5000
4995 4995
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KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
�
feet
�
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DRAWN
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DAP
DESIGNED
BRB
FILENAME
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P�� ��C
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
84 of 216
9+50 10+00 11 +00
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5005 8.00 L.F. 5005
S=0.50%
PROGRADE 24" RCP
EXISTING
GRADE
5000 5000
4995 4995
0 0
m m
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_ GL
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—,.� -
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5015 5015
� � — �.:
100-YEAR HGL
5010 39.10 L.F. 5010
S=0.50% 36.31 L.F.
- S=0.50%
18" RCP PROPOSED 18� RCP
GRADE
5005 HGL 5005
EXISTING O
GRADE
5000 5000
4995 ^ 3 � � 3 4995
M � �Z��� �
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KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
�
feet
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
85of216
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5005 122.53 L.F. 5005
42.38 L.F.
S=0.50% S=0.50%
24" RCP 30" RCP _
PROPOSED
GRADE _
HG HGL H L�HGL
5000 5000
100—YEAR HGL EXISTING
� GRADE —
_ � �
— � \
4995 4995
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100-YEAR HGL 24" RCP
EXISTING PROPOSED
GRADE GRADE
'rJOOO HGL HGL GL
5000
84.47 L.F.
S=0.50�
30" RCP
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4Z.38 L.F. PIROPOSED
S=O.5O% GRADE
24" RCP
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5000 EXISTING 5QQ0
' GRADE
4995 4995
4990 � w- a►��i � 3 4990
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HGL
5000 5000
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GRADE
4995 4995
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1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
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100
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
86 of 216
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5005 26.21 L.F. PROPOSED 5005
S=O.F>S°Io GRADE
18" RCP -
cJ�00 EXISTING rJ000
GRADE
4995 4995
4990 3 W 4990
W vv
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5005 100—YEAR HGL - 5005
EXISTING
GRADE
33.21 L. F. —
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18� RCP
5000 5000
PROPOSED
GRADE
4995 4995
4990 3 W 4990
�
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4980 cn cn � z z z o N z 4980
9+00 10+00 11 +00 11 +50
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
89 of 216
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GRADE
�
100-YEAR HGL
5000 EXISTING 5000
GIRADE
12.03 L.F. - _
S=0.50� —
18" RCP
4995 4995
4990 3 3 4990
W vv
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5005 PROPOSED rj005
GRADE—
100-YEAR HGL —
500o EXISTING 5�OQ
GRADE
\ � —
25.83 L. F.I =
S=0.50% —
4995 18" RCP 4995
4990 3 4990
r. N
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4980 o cn z� N� z z z 4980
11 +50 11 +00 10+00 9+50
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
Z
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�
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Q =
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
90 of 216
SEE SHEET x
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0
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DAP
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BRB
FILENAME
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r•..••••.
:'
�:. �o QQ�o���o�'
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5005
26.11 L.F. �T- ��d
S=O.3O% PROPOSED — -
4Z" RCP GRADE _
_ — _ _ EXISTING 100-YEAR HGL
- - - � GRADE %0.20 L.F.
---- - , �
5000 63.41 L.F. ��- � S=0.50� 5000
S=0.3090 �s•95 L.F. - - - - - - - - - 54" RCP
376.64 L.F. - -- ---- ---- --80.41 L.F.--
42" RCP 5=0.40% S=0.40� - -
42" RCP 42" RCP S=0.4090 -
HGL
, 48" RCP
4995 0 GL 4995
rn
w
4990 = 4990
U
W - � � U O > � - - - -
N — O rn � � � � —
— �j � � � W � > �
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4980 N�o� � Ncqr�rn `i' oc��rn � ocvo� ��� $o�°°rn rn rn� v u Q� ppNN� �� � 4980
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��� II ? w��� II j ��� II ? ��� II II ?? - - - m�+� II II II j � Z `r' Z �o+� II II = QO� -
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�Ia-�> > ���i > ���> > ���»» - - - ���»> > ���» > W�> -
4975 cncn�z z NN�z z N��z z ���z z z z NN�z z z z NN�z z z �Nz 4975
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,
�
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KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
100
�
feet
Z
�
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
92 of 216
N
Z
0
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W
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DAP
DESIGNED
BRB
FILENAME
0009_STORM P&P
r•..••••.
:'
�:. �o QQ�o���o�'
:
Q���O� G��S �'� �
F ?; �,<v
�0� .•...... �
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5005 5005
`i �id , I
EXISTING " ' " ' 100-YEAR HGL �
GRADE PROPOSED
I GRADE _
---- — 116.02 L.F. 54.91 L.F. 57,59 L.F. -54.63 L.F.
5000 64.72 L.F. --- 273.91 L.F. S=0.30� S=0.50� S=0.50% g=0.50% 5000
S=0.30% — S=0.30% 24" RCP 24" RCP 24" RCP 24" RCP
4Z� RCP 36" RCPI — — — _ _ _ HGL�HGL�HGL —
� � \ O O —
i
4995 — ---- ---- ---- ----- 4995
rn
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W _ _ �
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— d' 00 00 O = z� II tp ��� � N � Z 00 00 00 � I� tD ���° W �
— O��� — z 00 ��� N tp ��� tC I� I� tG oi I�
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^��� � � �� �N�� � � Opp�d' —�ptM�d' d' d' —t0�0� � II � II .M.��
o Moo �� cpd.00 II �+o II II II II O �> �o II
�^� II II II j — — �o� II II II ? �-f.� 11 j �.N� ? �N� II II ? z � M`p=
I � �� Z Z Z p = =I N �� Z Z Z p = N II Z � = N �� Z Z Z p =I cv II z z p � N O
Q�»>> — Q�»>> Q�>> �Q�»>> �a�»> �Q ��>
4980 �c~i��z z z z ���z z z z �N�z z cn�ci�z z z z ���z z z z�N�z 4980
17+00 18+00 19+00 20+00 21 +00 22+00 23+00 24+00
KEY MAP
N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50
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scale
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
93 of 216
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57.50 L.F. 100-YEAR HGL
5005 S=0.50% 5005
18" RCP 14.50 L.F.
PROPOSED S=O.SO%
GRADE 18" RCP
EXISTING
GRADE
5000 5000
H �
4995 4995
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5010
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37.20 L.F.
5005 S=0.50% 5005
'I8" RCP PROPOSED
_ GRADE
GL
5000 5000
4995 — 4995
EXISTING
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4990 ^ 3 4990
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ST-4C
KEY MAP
N.T.S.
ST-4E
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
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BRB
CHECKED
DAP
DESIGNED
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FILENAME
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
95 of 216
9+50 10+00 11 +00
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N.T.S.
5005 5005
v i � ��
28.15 L.F. 9.85 L.F.
S=0.50% S=0.50�
EXISTING 30" RCP 24" RCP
5000 GRADE —PROPOSED 5000
— GRADE
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— PROPosE� 100-YEAR HGL
GRADE
5005 5005
28.00 L.F.
S=0.50%
18" RCP
8.00 L.F.
5000 S=0.50� 5000
18� RCP
4995 - - — EXISTING 4995
GRADE
U
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24.00 L.F. 23.00 L.F.
S=0.50� S � 0.50�
18� RCP � 18 RCP
5000 5000
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9+00 10+00 11 +00 11 +50
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
�
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scale HORIZ: 1"=50'
VERT: 1 "=5'
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
1OO SHEET
� 96 of 216
feet
5010 5010
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5005 5005
127•38 L.F. EXISTING
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5000 — 5000
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4995 4995
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N.T.S.
NOTES
1. ALL STREET INLETS ARE CDOT TYPE 13
COMBINATION INLETS UNLESS OTHER WISE NOTED.
2. ALL ALLEY INLETS ARE CDOT TYPE 13 INLETS
WITH VALLEY GRATES UNLESS OTHER WISE NOTED.
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
J08 N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
50 � 50 100
scale HORIZ: 1"=50' feet
VERT: 1 "=5'
DATE
SHEET
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45° HORIZ. BEND
22 1 /2° HORIZ. BENC
11 1 /4` HORIZ. BEND
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REDUCER TO 6"
REDUCER TO 8"
REDUCER TO 10"
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LENGTH OF RESTRAINED PIPE
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NOTE3
1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
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5005 5005
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20 00 19 00 18+00 17 00 16+00 15 00 14 00 13�00 12+00 11+00 10+00 9+50
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L
N /A
18'
8'
4'
2'
43'
25'
N/A
N/A
12"
L
N /A
25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
2.
3.
��
PLUG
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
40 � 40 $� SHEET
scale HORIZ: 1"=40' feet 99 of ���
VERT: 1 "=4'
SEE SHEET 100 SEE SHEET 109
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N.T.S.
NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
WATERMAIN JOINT RESTRAINTS
LENGTH OF RESTRAINED PIPE
PIPE SIZE
FI TTI N G
ARV
90° HORIZ. BEND
45° HORIZ. BEND
22 1 /2° HORIZ. BEND
11 1 /4° HORIZ. BEND
REDUCER TO 4"
REDUCER TO 6"
REDUCER TO 8"
REDUCER TO 10"
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74'
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NOTE&
TEE
1. RESTRAINTS SHALL BE
PLACED ON JOINTS AT THE
LOCATION OF ALL FITTINGS.
ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED
IN TABLE.
2. LENGTH REFERS TO THE
AMOUNT OF PIPE WHICH
MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED
PIPE MEASURED EACH WAY
FROM VALVES AND BENDS.
4. SINCE VALVES ARE
CLOSE-ABLE, THEY A E
CONSIDERED A PLUG�EAD
END APPLICATION.
5. MIN 5.0' GROUND COVER
REQD.
6. ASSUMES 150 PSI TESIING
PRESSURE.
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748 Whalers Way
Suite 200 Fort Collins
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
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N.T.S.
NOTE3
1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
WATERMAIN JOINT RESTRAINTS
��
PLUG
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LENGTH OF RESTRAINED PIPE
PIPE SIZE
FITTING
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90° HORIZ. BEND
45° HORIZ. BEND
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REDUCER TO 4"
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8'
4'
2'
43'
25'
N/A
N/A
12"
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25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
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748 Whalers Way
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
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LENGTH OF RESTRAINED PIPE
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FITTING L
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22 1/2° HORIZ. BEND 4'
11 1/4° HORIZ. BEND 2'
REDUCER TO 4" 43'
REDUCER TO 6" 25'
REDUCER TO 8" N/A
REDUCER TO 10" N/A
12"
L
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11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE—ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
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JOB N0.
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SCALE
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DATE
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1—�
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scale HORIZ: 1"=40' feet
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N.T.S.
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DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
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1—�
PLUG
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8'
4'
2'
43'
25'
N/A
N/A
12"
L
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25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE—ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
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JOB N0.
1230.0009.00
SCALE
H:1 "=40 V:1 "=4
DATE
JULY 17, 2024
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N.T.S.
�� �
VALVE
�
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NOTEs
1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
WATERMAIN JOINT RESTRAINTS
1—�
PLUG
REDUCER
�
�
BENDS
LENGTH OF RESTRAINED PIPE
PIPE SIZE 8"
FITTING L
ARV N/A
90° HORIZ. BEND � g'
45° HORIZ. BEND 8'
22 1/2° HORIZ. BEND 4'
11 1/4° HORIZ. BEND 2'
REDUCER TO 4" 43'
REDUCER TO 6" 25'
REDUCER TO 8" N/A
REDUCER TO 10" N/A
WL-07
12"
L
N /A
25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
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45° HORIZ. BEND 8' 11'
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REDUCER TO 6" 25' 62'
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NOTE�
1. RESTRAINTS SHALL BE PLACED ON
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2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
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3. LENGTH OF RESTRAINED PIPE
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AND BENDS.
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1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
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LENGTH REFERS TO THE AMOUNT OF
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TOGETHER.
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AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE,
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1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
50 � 50 100
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NOTEs
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N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
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22 1/2° HORIZ. BEND 4'
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25'
11'
5'
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NOTE&
1. RESTRAINTS SHALL BE PLACED ON
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RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE—ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
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40 � 40 80
scale HORIZ: 1"=40' feet
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JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
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N.T.S.
NOTE3
1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
WATERMAIN JOINT RESTRAINTS
1—�
PLUG
REDUCER
TEE
�
�
BENDS
LENGTH OF RESTRAINED PIPE
PIPE SIZE
FITTING
ARV
90° HORIZ. BEND
45° HORIZ. BEND
22 1 /2° HORIZ. BEND
11 1 /4° HORIZ. BEND
REDUCER TO 4"
REDUCER TO 6"
REDUCER TO 8"
REDUCER TO 10"
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N /A
18'
8'
4'
2'
43'
25'
N/A
N/A
12"
L
N /A
25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
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2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
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12"
L
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25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
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1. REFER TO COVER SHEETS FOR LEGEND AND ADDI110NAL
N OTES.
2. ALL WATER SERVICES LOCATED ON LOT LINES ARE 3/4�
DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
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SEE SHEET 109
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REDUCER TO 4"
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74'
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45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
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JOB N0.
1230.0009.00
SCALE
H:1 "=40' V:1 "=4'
DATE
JULY 17, 2024
40 � 40 80
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DUAL METER PIT SERVICES, OTHERWISE THEY ARE
TYPICAL SINGLE �" METER PIT SERVICES.
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PROPOSED
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WATERMAIN JOINT RESTRAINTS
�—� �� �
PLU G VALVE
�
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REDUCER TEE
�
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BENDS
LENGTH OF RESTRAINED PIPE
PIPE SIZE 8"
FITTING L
ARV N/A
90° HORIZ. BEND � g'
45° HORIZ. BEND 8'
22 1/2° HORIZ. BEND 4'
11 1/4° HORIZ. BEND 2'
REDUCER TO 4" 43'
REDUCER TO 6" 25'
REDUCER TO 8" N/A
REDUCER TO 10" N/A
12"
L
N /A
25'
11'
5'
3'
74'
6 2'
45'
25'
NOTE&
1. RESTRAINTS SHALL BE PLACED ON
JOINTS AT THE LOCAl10N OF ALL
FITTINGS. ADDITIONAL LENGTH OF
RESTRAINTS IS INDICATED IN TABLE.
2. LENGTH REFERS TO THE AMOUNT OF
PIPE WHICH MUST BE RESTRAINED
TOGETHER.
3. LENGTH OF RESTRAINED PIPE MEASURED
EACH WAY FROM VALVES AND BENDS.
4. SINCE VALVES ARE CLOSE-ABLE, THEY
ARE CONSIDERED A PLUG/DEAD END
APPLICATION.
5. MIN 5.0' GROUND COVER REQD.
6. ASSUMES 150 PSI TESTING PRESSURE.
40 � 40 80
scale HORIZ: 1"=40' feet
VERT: 1 "=4'
Z
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SCALE
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1. ANY UTILITIES NEAR CONSTRUCTION ACIIVITY NEED TO BE
VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR
PRIOR TO CONSTRUCTION.
2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
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OTHERWISE NOTED.
3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA &
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SCALE
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JULY 17, 2024
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2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
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5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES
VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL
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STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT
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DATE
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KEY MAP
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TST, INC.
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Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
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748 Whalers Way
Suite 200 Fort Collins
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
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DATE
JULY 17, 2024
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2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
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OTHERWISE NOTED.
3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA &
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STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT
COLLINS WATERLINES.
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JOB N0.
1230.0009.00
SCALE
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DATE
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SHEET
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KEY MAP
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VERIFIED HORIZONTALLY AND VERTICALLY BY THE CONTRACTOR
PRIOR TO CONSTRUCTION.
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PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER
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OTHER EXISTING UTILITIES.
6. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME
STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT
COLLINS WATERLINES.
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748 Whalers Way
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SCALE
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2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
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4. ALL 18" IRRIGAl10N LINES SHALL BE CLASS C905, DR 18
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WIRE.
5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18—INCHES
VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL
OTHER EXISTING UTILITIES.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
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1. ANY UTILITIES NEAR CONSTRUCTION ACIIVITY NEED TO BE
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PRIOR TO CONSTRUCTION.
2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
MINIMUM OF 5—FEET BELOW FINISHED GRADE UNLESS
OTHERWISE NOTED.
3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA &
PSD PUMP STATION SHALL BE CLASS C900, DR 18 PURPLE
PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
4. ALL 18" IRRIGAl10N LINES SHALL BE CLASS C905, DR 18
PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER
WIRE.
5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18—INCHES
VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL
OTHER EXISTING UTILITIES.
6. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME
STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT
COLLINS WATERLINES.
7. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT
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CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 � 50
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1. ANY UTILITIES NEAR CONSTRUCTION ACIIVITY NEED TO BE
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PRIOR TO CONSTRUCTION.
2. ALL PRESSURIZED IRRIGATION LINES SHALL BE BURIED A
MINIMUM OF 5-FEET BELOW FINISHED GRADE UNLESS
OTHERWISE NOTED.
3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA &
PSD PUMP STATION SHALL BE CLASS C900, DR 18 PURPLE
PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
4. ALL 18" IRRIGAl10N LINES SHALL BE CLASS C905, DR 18
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CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 0 50 100 SHEET
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3. ALL IRRIGATION LINES 12" AND SMALLER FOR THE MONTAVA &
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748 Whalers Way
Suite 200 Fort Collins
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Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
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SCALE
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PVC PIPE WITH A MINIMUM 12 GAGE INSULATED TRACER WIRE.
4. ALL 18" IRRIGAl10N LINES SHALL BE CLASS C905, DR 18
PURPLE PVC WITH A MINIMUM 12 GAGE INSULATED TRACER
WIRE.
5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 18-INCHES
VERTICAL SEPARATION BETWEEN IRRIGATION LINE AND ALL
OTHER EXISTING UTILITIES.
6. ALL IRRIGATION LINES SHALL BE CONSTRUCTED TO THE SAME
STANDARDS AND SPECIFICAl10NS AS THE CITY OF FORT
COLLINS WATERLINES.
7. ALL IMPROVEMENTS SHALL CONFORM TO THE MOST CURRENT
CITY OF FORT COLLINS CONSTRUCTION SPECIFICATIONS.
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
feet
SHEET
142 of 216
ROW (M
5' 6'
WALK BIKE
MIN MIN
5010
SEE SHEET 160
PT�y,:..;; 4+68.97� 15+10.00 P5+71.46\ ,� �I � r
14+62.94 4999.83 _'``5000.24 4999.86 PT
PRC 4999.80 \ 15+75.35 � � �,
14+62.19 PT ��P5+28.68 4999.81 I � � 7+72.10� i y
4999.79 ;'� 15+08.00 5 0 0 0. 2 3 P� ` � PT - 4998.78 `�
' S000.07 � ...
PC � ' 15+82.50 17+65.09�-- _ PT
� 14+59.00 15+67.69 4999.71 - - - - - ��_ 4998.73-_ - -'_ '17+76.07
4999.75 ' PCC = = � PT :
4999.88 ', � :; ..-< . �--'.� PC; _: �� :�� ; -r4998.80
PT � - 15+86.48 `" . : ' 16+60.13 ' ' .-:-17+61.17 '- • `
14+49.15 °' .= 4999.65 + 4999.27 4998.71 EP E
' '=* :.,:• io 17+82.09
4999.61� , � ,�- �� ".\ � s+oo PT i 7+00 � ,\ � 4998.77 �
� ����14+45.84 � �� � �s+52.�8 GOODHEART DR i�+az I
� i; 4999.57_ -% pC �16+�00 - 4999.77 17+00 1E�+C10 18+23 I
� � � / 15+30.68 / - l ' �
� / / � / � X � 5+0 =5000.07 -:. ;; � .' 1 .• PT . �_ 17+07.11 ` � . EP
+
� i o ' s+o
� � � � � oo, � - ^ _ ` �` PC17+ 0 � - _�' 17+28.71
1
� � / i � � / / � . . ��, .... ��� .�:1 , ,;. 16+06.07`- - 4998.71-.�• < , A ,� 4998.77 ,
� � � � i, .,� � ! '-�-. " 4999.27 - PT- � ' � PT n
� �� i / °`x�o / koo � � .�- _ _ _ - - - - -17+11.04- PC '�". . 17+22.02
\ � � �/ 1 / ��' � � �� � - - - - -- 4998.73 ,� 17+18.04' 4998.80^
� /i � �� ' ���x�� � � \,� /� � ��� � � �/ `4998.78 �
� �� i / / y �� END OF ROADWAY IMPROVEMENTS r ' I
�' / i � / / � � � � � � / AT STATIONING 14+94.5�'�' WITH � I � � �
Pc � / o° ko° �%�� PHASE D. THE REST OF ROADWAY �
12+12.70 , �yx • �� � �
4sss.�5 P�� 1 ��%%��� DESIGN AND IMPROVEMENTS SHOWN
� �� j/� xo� 4s$ ss4 �� ������ FOR REFERENCE ONLY �
I
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Pc � �� �J'�`�� �F /��� 2+� 2 �o � � o
�+17.03 p� � i , 4999.15 I
�0.25 � F / � / � / I �
2 29 �0 1xop /� j , I (n
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GOODHEART DR - LFL
5005
� EXISTING
� GRADE
H
5000 = ----
�
w
w
N STA = 12+12.7
ELEV = 4999.1
4995 STA = 12+2�
ELEV = 499�
4990 �
11 +50
-0.539e -0.50�� - - _0.50%
� STA = 12+90.74 STA = 13+52.88
5 ELEV = 4998.76 ELEV = 4999.07
�
12+00
�
13+00
- MOUNTAIN WILLOW WY
- I I----I - -
-1.39%
-0.50% -0.50% PROPOSED
GRADE
-0.53% -0.559 0.63�
STA = 16+60.13
ELEV = 4999.27
- _ � STA = 15+95.28 STA = 17+61.17
- - -ELEV = 4999.61 ELEV = 4998.71
STA = 15+86.48 - - - - -' - �
ELEV = 4999.65 ' STA = 17+76.07
STA = 15+71.46 ELEV = 4998.80
ELEV = 4999.86 I
STA = 17+82.09
STA = 15+30.68 ELEV = 4998.77
ELEV = 5000.07
= 15+28.68
= 5000.23
16+00 17+00
1.3695-� �0.61
0.54%
- - STA = 14+45.84
ELEV = 4999.57- - - �
STA = 14+62.94
ELEV = 4999.80
STA = 14+68.97
ELEV = 4999.83
STA = 15+08.00
ELEV = 5000.07
�
STA = 15+10.00J
ELEV = 5000.24
�
14+00
�
15+00
�o
O.E-0.559e
10' PKWY
�T�•)
8'
PARKING
ROADWAY
8'
PARKING
10' PKWY
(MIN.) 6' S'
BIKE WALK
� '� � '� 11' 11' (MIN.) (MIN.)
TRAVEL TRAVEL
MINOR COLLECTOR
IiT.L
I I
:F'
8+22.56
435��i �1 I
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�
�
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GOODHEART DR
�
N
KEY MAP
N.T.S.
�
�
I
�
5010
5005
5000
4995
� 4990
19+00
_ _ GOODHEART DR _ _
LOW POINT ELEV = 4999.41 ro HIGH POINT ELEV = 5000.27 ro
c•� LOW POINT STA = 13+21.58 N M N HIGH POINT STA = 15+34.46 M N
5005 °� ,i PVI STA = 13+21.82 °4 O0 � o PVI STA = 15+34.33 � 0 5005
cc oi PVI ELEV = 4999.25 0o a; ��� PVI ELEV = 5000.42 + o
� + °' A.D. = 1.10� + °' � �
c� rn r,� a, A.D. _-1.10� `T �
� ��
K = 109.00 � � .. .. K = 99.76 .. ..
� _ � W 120.00' VC � w > ; 110.00' VC > ; _
W j j j j m m w w PROPOSED - -
W mlm WIW I I
= GRADE
5000 N-0.55� -- - 1__ _ 0.55% I 2.62�
5000
- _ _ -0.55� !
w
� - - - _ _ -
- - - - - - _ _ STA = 18+01.27 �
- - - _ ELEV = 4998.95 � -
EXISTING - - - STA = 18+22.56
GRADE � - � - , _ \ ELEV = 4999.51
4995 END OF ROADWAY IMPROVEMENTS �- ---- � �� I 4995
AT STATIONING 14+94.54' WITH �
- - PHASE D. THE REST OF THE - - -
- ROADWAY DESIGN AND IMPROVEMENTS - -
_ _ SHOWN FOR REFERENCE ONLY. - _ _
4990 4990
11 +50 12+00
5005
EXISTING
GRADE
5000� ---- -_
� -0.579;
H
w STA = 12+12.70
N ELEV = 4999.15
I
W STA = 12+28.08
4995 w ELEV = 4999.07
4990 � �
11 +50 12+00
13+00
- -0.00%
STA = 13+44.28
ELEV = 4999.07
13+00
14+00 15+00 16+00
GOODHEART DR - RFL
_ � � �
17+00
PROPOSED
GRADE
0.17-0.0�-0.17��-0.43% -0 579'
STA = 14+38.70� - _
ELEV = 4999.61 -
STA = 14+63.70
ELEV = 4999.72
i
STA = 14+88.70
ELEV = 4999.76
�
= STA = 14+95.21
ELEV = 4999.76
14+00
° -0.55�
_ STA = 16+06.07 STA = 17+07.1
- - ELEV = 4999.27 ELEV = 4998.7
STA = 15+45.21 - - _ STA = 17�
ELEV = 4999.61 � � _ELEV = 4!
STA = 15+20.21
ELEV = 4999.72 r ^
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15+00
16+00
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18+00
18+00
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18+00
19+00
5005
� 4990
19+00
�
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NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
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LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
50 a 50 10o JULY 17, 2024
scale HORIZ: 1"=50' feet SHEET
,�RT: , „-5' 145 of 216
5'
WALK
(MIN.)
5005
ROADWAY�
12'
AVEL
102' ROW (MIN.
�20' ROADWAY
�
8'
� 2, PARKING
;AVEL
32'
MEDIAN
�`C�L�2�.
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:«`Z`<�<�:.;
6+00
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8+00
PHASE E SHOWN FOR
REFERENGE ONLY
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_ _ \ //
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SEE SHEET 155
:; ='� ." PC \
; �J :.� ;: 10+81.96 PT
� : : 5000.90
PT � 10+85.89
� � I: ' : � 10+76.03 ,; 5000.85
PI � 5000.87.:
� 10+46.02 \ i �r .: :; ..
PT 5000J2 P� �� 10+93.06
10+00.95I � ° ' \10+75.09 5000.78
PI 5000.86�
` � 5000 �33j � � 0+30.02: - �' PT - ,, .-.-. -
� j I BP � ( 5000.64 � �� ; ' 10+96.99 . . . .
i i i 10+00.00 , �`% .� . `�' 5000.74 �:..; _�„
� � ; 5000.32; ; ;_ "J ii+oo �i2+oo �
� i i � 'i ; 10+00 �
i i i , � � i � ,
; � � ' � ' � ' ' . ' �' ' / MONTAVA AVE-- �
i�i i� iiiiiiii �
llil�i �i�i
�4�ii�l -��� I
I+00 �iiiii�i�ii \0 00 11+00 �
�-_ �
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,� i i � i � +� -
'iil i�ilili':- - - ` � �
'll ���!!!! ,W, _ -..
���I ;ii3!! ����1 , p� _
! I BP ' � 10+75.09 ;::LPT �2+00
��+��.�� � • �
� � .=' . 5000.86 :10+96.99,'. .
5000,32 I � }- -"- PT . • -5000.74 -- � --
�PT 10+76.03 P�
10+00.95 �� � 5000.87 10+93.06
5000.33 , 5000.78
������PI � � I � PT
10+30.02 �� j' PI p� 10+85.89 /
5000.64 � 10+46.02 � 0+81.96 5000.85
i I I I I I I � � � N 5000.72 5000.90 /
SEE SHEET 154
5005
5000
4995
4990
4985 �
9+50
5015
MONTAVA AVE - LFL
EXISTING� - -��
GRADE -0.32% -0.59%
1_079�
� 1.05% - -0.50% - - -
O N
O M
O �
o �
+ �
0
II II
>
H J
v� w
10+00
_ _ M ON TAVA AVE _ _
5010 LOW POINT ELEV = 5000.73 ; 5010
LOW POINT STA = 7+05.96 i HIGH POINT ELEV = 5001.59
PVI STA = 7+02.49 HIGH POINT ELEV = 5001.04 LOW POINT ELEV = 5000.69 HIGH POINT STA = 10+49.70
PVI ELEV = 5000.58 I HIGH POINT STA = 8+00.72 I LOW POINT STA = 8+99.25 PVI STA = 10+39.50 0
°' o AK = 69 69% rn,r� ��o P� STA = 8+00.88 �'a o� PVI STA = 9+11.80 I o� � N PVI ELEV = 5001.79 ��
i�.' °' 90.00' VC � 00 �°' P� ELEV = 5001.17 � rn ao 0o PVI ELEV = 5000.51 j� o a; A.D. _-1.66% � �
,n o ^ o "� o A.D. _-1.20% `� o � o A.D. = 1.60% c�o o + o K= 60.08 0+ o
5005 j+ o + o + o K= 75.26 + o+ o K= 62.42 + o rn,r� 100.00 VC �� 5005
PROPOSED I �'� ^ � 90.00' VC -°D �-00 `� 100.00' VC °' � �
_ GRADE _ bi �;.i �j �,,� vi i�i Gi iw vi �;,,i ;; � m j j �
UU _ UV UU UU UU WW H
- mm - WW mm WW mm WI W I � W
'� �j � _ _
- -0.70� � �--- ---- N
i
5000 / w 5000
0.60� I -0.60� ,�� � 1.00% -0.66% N
I I --- ' ------- I
---------- - � -
o� I ----- � BEGINNING OF PHASE D IMPROVEMENTS
� - - - + � STA; 9+65.00
0 o EXISTING
4995 + � GRADE 4995
�
n n
>
HJ - - - - -
fn W
4990 4990
4+50 5+00
6+00
7+00
8+00
9+00
5000
4995
4990
10+00
8'
PARKING
5000
LSTA = 10+30.02
ELEV = 5000.64 �
�
�
STA = 10+81.96 H
ELEV = 5000.90 W 4995
2
PROPOSED N
GRADE w
STA = 10+96.99 �
ELEV = 5000.74
STA = 11+21.ss 4990
ELEV = 5000.66
�
STA = 11 +30.42
- ELEV = I 5000.61
STA = 11+45.84
ELEV = 5000.50 4985
11 +00 11 +50
11 +00 11 +50
5015
EXISTING MONTAVA AVE - RFL
GRADE _p,32� � -0.66
-1.07% -0.59�
1.05% ^ 0.50%- - - - - -
4985 �
9+50
O N
� _M
o �
o �
+ �
0
�
II II
�
� �
fA W
10+00
����
LSTA = 10+30.02 �
ELEV = 5000.64
PROPOSED �
GRADE W 4995
I�1
STA = 10+81.96 =
ELEV = 5000.90 N
� w
STA = 10+96.99 W
ELEV = 5000.74 �
STA = 11+21.ss 4990
ELEV = 5�000.66
STA = 11+30.42
ELEV = 5000.61
- �
STA = 11+45.84
ELEV = 5000.50 4985
11 +00 11 +50
10' PKWY
F (TYP.)
� �-.�
PAIRED ONE-WAY LOCAL (MERGED PAIFU
Kra
10' PKWY
(MIN.) �
5'
WALK
(MIN.)
MONTAVA AVE
KEY MAP
N.T.S.
N
�
"�'• � �
- - � - • � - . =_______=
---------■
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
A F T E R S U B G R A D E I N V E S T I G A T I O N. M I N I M U M P A V E M E N T
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
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50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
146 of 216
5'
WALK
(MIN.)
10' PKWY
F (TYP.)
8'
PARKING
12'
AVEL
102' ROW (MIN.
�20' ROADWAY
�
8'
� 2, PARKING
;AVEL
32'
MEDIAN
� �� � �
PT � 13+14.87 - P3+27.73
-10+85.89 PC 5001.28 'S001.30 PT
5000.85 13+10.94 13+31.66
5001.22 5001.26
� PT PC
�+93.06 13+03.77 13+38.83
OOOJ8 5001.12 � ; � 5001.18 � ; �i1 �
- - - PC ,IPT.,.. ...I� I� �I�I�
-_,; .
+96.99 ` '� r�- `12+99.85' 13+42.76
0. 4 � ."I '�
7 - + 5001.07 5001.14 �.� `�•' '�
� �uT - _ . .._
12+00 13+0 14+00•
� --
W �-- RAISED CROSSWALK -
MONTAVA AVE- SEE SHEET 216
W i _ �
SEE SHEET 159
PC
PT 15+58.07 w :
5001.28 ��a. � PT
15+52.14 PT 16+34.10
5001.23I 15+59.02 5001.81�
PC 5001.29 r, � :n i
15+48.21 ' ' " p� PC
5001.17 �� 15+88.08 16+33.15
PT I 5001.58� 5001.81
I15+41.04 � ��•'' :. `� �
PI
5001.05 � ; 16+04.08
L PC � 5001.66
�:=;. 15+37.11 :, ..-
-�-����'98. ' . ~.� ` I .`�,�
15+00 �
16+00 -
=� I � -�i
� 11+00 12+00 �, 13+O11 14+U0 - _15+
�
W - - x �� �
� \ ,�+°° .��� M ON TAVA AVE
Y�PT ' � 2+00� PC ' PT 14+00 ` - - • PC � ` �
� J� -L�.rJ� 'IT� �:
:.
:�
13+42.75. -
- 12+99.85
:10+96.99,' �
5000.74 � 5001.07 - �5001,.14 �15+37.11.
PT I '� PC .., I',jl�� .-.�Ijf ,.� 5000.98' I.
PC � � � �pT '
�10+93.06 13+03.77 13+38.83 15+41.04
�5000.78 5001.12 5001.18. .. 5001.05
PT PC �, PT I PC
10+85.89 13+10.94 PT 13+31.66 � 15+48.21
5001.26
96 5000.85 5001.22 13+14.87 PC 5001.17 PT
p ,. 5001.28 13+27•73 I I III I 15+52.14-
;�'�',.u��;=y;�......".•;:��;`%`':=... `<:�. 5001.30 5001.23
� m � � �
16+
P!' I I I I I W� �
16+40.03 I PT P� �
5001.84 18+31.44 � 8+44.30 I
PT � P� 5003.16 5003.23 PT
16+43.96 18+27.51 18+48.22
5001.86 5003.11 I 5003.25.
PC PT PC
16+51.13 18+20.34 18+55.40
� P 001.90 I �,� 5003.01, , 5003.28 _ ,,
�
_ J "L _ PC � PT J I�
. :,16+55.06� �"�� ' Y18+16.41:' '. . 18+59.32;; �
� 5001.92 ' � � 5002.95 . , .: 5003.30
� ,. .• . �
17+00 /18+00 19+00
RAISED �
�� SEE SH � j
,-- -W
s+o`i�+oo ia+oo �
0
`
W
' ' 17+00 18+00 19+00 (�J
PI _ '_ :.> � _ �/i
;' PT -::�. p� �_ �� �pT �
1 +04.08
:. : : , �
� 16+55.06 � �-�` 18+16.41 .
r� PI 001.66 �'S001.92 .� �i�=� 5002.95�� �; -
-r � PC , � ... PT ' .
15+8 .08� 16+51.13� � 18+20.34
PT / 5001. I 5001.90 . 5003.01
�t P�1 .
15 59.02 II PT PC
16+ 3.15 16+43.96 18+27.51
j50 1.29 50 1.81 5001.86 5003.11 PT
PC � ' PT P� � i 18+31.44
-15+ 8.07 ' 16+34.10 I I III003.16
500 .28 . 5001.81 16+40.03
m 5001.84 ,
SEE SHEET 160
17+00
5015 5015
M ON TAVA AVE
5010 HIGH POINT ELEV = 5001.99 LOW POINT ELEV = 5001.50 5010
LOW POINT ELEV = 5001.21 HIGH POINT STA = 12+90.88 LOW POINT STA = 14+19.34
LOW POINT STA = 11+46.57 PVI STA = 12+78.09 PVI STA = 14+27.99
PVI STA = 11+54.92 N � o pVl ELEV = 5002.16 0 � PVI ELEV = 5001.34 �
rn,n PVI ELEV = 5001.02 a? ao � n A.D. _-1.48� �� n� A.D. = 1.33% ��.' n
�"? A.D. = 1.59% o� N� N� �� ��
K= 67.65 + o K= 75.19
+ o K= 62.87 + o N o 100.00' VC �„� r i� 100.00' VC �� PROPOSED
5005 �p �� 100.00' VC N� �'� � GRADE 5005
� N W � � � v >> v � � � 0.78% 1.28% 0. 7 8� �
� m m W W m m W�W m m W W 1.28% 0.78% 0.55% �
w I � � � � D.�g% STA = 17+63.93 W
= 0.93% -0.55% ELEV = 5003.80 2
t/) STA = 16+40.43 � �
W --- EL V=1 5002.61 ELEV = 5003.12 STA = 17+88.93 W
5000 w -_ ELEV = 5004.00 � 5000
--__ STA = 16+15.43 STA = 18+13.93 N
- - - - _ _ ELEV = 5002.93 ELEV = 5004.32 _
- - _ � _ -
� � _ _ _ _ STA = 18+38.93
- - � - - ELEV = 5004.51
4995 `�`--- ---- ---------- �EXISTING 4995
GRADE
4990 4990
11 +00
5005
�
�
5000 �
w
2
�
w
W
N
4995
4990 �
11 +00
12+00 13+00
STA = 11+87.49 -1.05�
ELEV = 5000.30 �.37% 0.20%�
0� 83% 0.52%
-0.66% 0.50%
- -0.54% 0.93% 0.74%
-0.509;
STA = 12+09.00
ELEV = 5000.40
STA = 12+34.00
ELEV = 5000.54
STA = 12+45.84
ELEV = 5000.64
STA = 12+69.01
STA = 11+45.84 ELEV = 5000.85
STA = 12+94.01
ELEV = 5000.50 ELEV = 5001.04
STA = 11+30.42 STA = 12+99.85
ELEV = 5000.61 ELEV = 5001.07
STA = 11+21.99 STA = 13+14.87
ELEV = 5000.66 ELEV = 5001.28
12+00 13+00
LSTA = 13+42.75
ELEV = 5001.14
STA = 13+27.73 ;
ELEV = 5001.30 �
14+00
14+00 15+00
M ON TAVA AVE - RFL
16+00
I -
INTERSEC110N WITH -
MOUNTAIN WILLOW WY�
0.
6% 1JO%
0.49% 0.78%�
-0.559; 0.619�
�_ n -0.5090 � 0.50% �, �
--��\
1.00%
LSTA = 14+66.03 _ - -
ELEV = 5000.56 - �
STA = 14+24.67
ELEV = 5000.77
STA = 13+74.78
ELEV = 5001.04
'A = 13+67.75 STA = 14+99.67
EV = 5001.08 ELEV = 5000.73
15+00 16+00
. _,18+59.32 ��-�
d �
5003.30
.III�
`'� �PC
18+55.40 �
5003.28
PT
18+48.22
PC 5003.25
18+44.30
5003.23 I
18+00 18+50
5005
EXISTING 0.50%
� 28%, GRADE 1.40%
0.78% 0.55% �
0.50% STA = 16+92.91 �
ELEV = 5002.27 W
STA = 16+67.91 W 5000
ELEV = 5002.08 �
STA = 16+55.06 w
ELEV = 5001.92 � � W
STA = 15+88.08 - - - - �
_ _ ELEV = �5001.58 -
- STA = 15+58.07 PROPOSED 4995
ELEV = 5001.28 GRADE
STA = 15+52.14
ELEV = 5001.23
STA = 15+37.11 = STA = 18+16.41
ELEV = 5000.98 - ELEV = 5002.95
STA = 15+24.67 STA = 18+31.44
ELEV = 5000.88 ELEV = 5003.16 4990
17+00 18+00 18+50
ROADWAY�
� �-.�
PAIRED ONE-WAY LOCAL (MERGED PAIFU
KTa
10' PKWY
(MIN.) �
5'
WALK
(MIN.)
KEY MAP
N.T.S.
N
�
--.-. . .
- - � - • � - • �_______�
.��������■
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN) THICKNESS(INi
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
�
� �
z �
O �
v, W
> �
w
�
w
�
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0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
o��•��E �� � �.
v ;' � R QQ�4 �G���
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•....•• G
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
147 of 216
• �;���i
11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 18+50
�
�
�"'
W
�
�
5'
WALK
(MIN.)
10' PKWY
��•)
8'
PARKING
ROADWAY�
12'
AVEL
102' ROW (MIN.
32'
MEDIAN
�20' ROADWAY
�
8'
� 2, PARKING
;AVEL
� �-.�
PAIRED ONE-WAY LOCAL (MERGED PAIFU
Kra
5010 5010
MONTAVA AVE - LFL
PROPOSED
GRADE
5005 � �.2s9� o.ss� �'62% 5005
`- 0.509� 0.78%
W �• 40� STA = 21 +21.34
w ELEV = 5005.20
= STA = 18+97.18
� ELEV = 5003.66 -
STA = 18+72.18
5000 N ELEV = 5003.47 _-� ^ N 5000
STA = 18+59.32 _ - - EXISTING ri 'n
ELEV = 5003.30 - - - GRADE + �
STA = 18+31.44 N
- ELEV = 5003.16 - II II
STA = 18+16.41 a � -
4995 ELEV = 5002.95 � W 4995
18+00
5015
19+00
20+00
21 +00
/ ; ,
�/ �
�� � / �
, // �
r,,�
� / � / j,
�oo � < � / /
� � �
� � � �
/
�
� /
/� /
�
/
5015
�
M ON TAVA AVE ; ;
' a, HIGH POINT ELEV = 5006.26 �
o� HIGH POINT STA = 21+27.19 o rn
"� � PVI STA = 21+23.09 M �
5010 + o PVI ELEV = 5006.45 + o
N � A.�. _ -�.2s9� N � 5010
K = 93.83
U U 120.00' VC U U
PROPOSED - m m w w
GRADE I � I � _
1.28%
0.789b 0.68% -0.609;
5005 i 5005
� -
� END OF ROADWAY
� I STA = 18+38.93 - � _ - - - - I _ _ / / �
w jELEV = 5004.5� - IMPROVEMENTS _ _ _
= i _ WITH PHASE D. � � - i- - - � � � - � i �
N STA I 18+13.93 - - �
5000 w ELEV = 5004.32 ��� ,� � 5000
tn _ ,n o
_ - - - EXISTING � o
- - - - - GRADE - - M o
�
- - N
�� II
>
4995 N W 4995
4990 4990
18+00
5010
19+00
20+00
21 +00
5010
MONTAVA AVE - RFL
PROPOSED
- GRADE
5005 � �.2s9� �•62% 5005
� 0.50� o.�a� o.ss� I
W 1.40�
STA = 21 +21.34
= STA = 18+97.18 ELEV = 5005.20
(n ELEV = 5003.66 _ - - - �
w STA = 18+72.18 I - -
5000 N E�V = 5003.47 j� _ - �_ N 5000
STA = 18+59.32 � � M o
- ELEV = 5003.30 - �
STA = 18+31.44 EXISTING - + �
' GRADE N
ELEV = 5003.16 - �� II
STA = 18+16.41 ¢ W
4995 ELEV = 5002.s5 n W 4995
18+00 19+00 20+00 21 +00 22+00
22+00
22+00
23+00
24+00
10' PKWY
(MIN.)
5'
WALK
(MIN.)
MONTAVA AVE
KEY MAP
N.T.S.
N
�
--.-. . .
- - � - • � - . =_______=
---------■
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
�
� �
z �
O �
v, W
> �
w
�
W
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
o��•��E �� � �.
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�
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
148 of 216
� � \ I . ;�;. :�`' t.:. '.; ;, �/� I PT.
I
�
�..
:-��.. .
�� �� �
�
� � _ �:�� / 11+90.34
a JI\\��/: \ � I ; :.� +'- - / C� , 5001\98
m � � \ ` �,. p.r�� / pC�
co I\ I
I
F
\ PT
r� � ; � , � I 11+86.41
a N '� < � I � f `.: 10+09.86' �:.�:: .
� � 5001.92
+ o \ i� . i � � 5001.95 ��' PC pT ~.
N � � ' `� � �' � � =. 10+05 93 - 10+17.03 � � t � y� 11 +79.24
\ �`�`(� � \ � I : � , 5002.00 i • 5001P86 v 5001 81
, � r BP ,',� �' ` J ,� PC
-,� I. . I �' � i , 10+20.95 _
� - 'y �'i1 � l�llll (1. � �:. _ •�,-T�;11+75.31. �-..: .
10+00.00_ ''` c 5001.82
�._ � �,+ � � I 1 /I I I I � I I I -, 5002.00 ,� - �.:,. ., i �����__,5001.75 ••' .
/ �
_ � � _ _ � j � - i io+oo.00 �,'o oo' �\ 2'0°,_LONGWOOD DR ,2+00
I�I 5002.00 - - � � -
5+00 6+00 7+00 8+00 9+00 gp � _�10+00_ 10+OQ i11+00 � ���12+00
� �� 9+23.97 , � ' - �' - � �
/-' -- -j6 �- -� � PHASE E SHOWN F R � 5oo�.4s� I I� I � � -�_ o0
REFERENCE ONLY P T P� �- PT �--r �,+oo�- _� Pc _
� I I! � I � 9+53.98 10+20.95- '`' `�11+89.31
\ �I 9+24.91 5001.87 �. ('" 5001.82 5001.83 .
� 5001.50 t"' I PC
, i PI ��' �� � T � PT
� � � � � � I I � 9+69.98 ' 10+17.03 .. . 11+93.24. ....:-
I ' :��� 5001.86
� \ i � �a 5001.99 ,.' { � PT_ �-- � ��'� _ � �I �5001.89i1�
I I I 'P� .+'.I:.• �
� \ I I � � 9+99.05 `� '�/ 001�.956/ �% � �12+00.41
�. - -� � 5002.00 ::i~` ,,�.. ;..
�
i
I.,`� I .+': pC t, v 5002.01
I I I I � i I '�' .' . 002 003\ ,.' .�� �
SEE SHEET 155
5010
5005
5000
4995
4990
4985 �
9+00
5015
-0
--1.2
-0.04
i- -
STA = 10+0O.00J
ELEV = 5002.00
�
STA = 10+02.88
ELEV = 5002.00
�
STA = 10+05.93
ELEV = 5002.00 �
I
STA = 10+20.95
ELEV = 5001.82
STA = 10+41.90
ELEV = 5001.72
i
STA = 10+58.41
- ELEV = 5001.61
�
STA = 10+80.40
ELEV = 5001.49
10+00
PC � � '•` :; I
11 +96.27 �=
5002.02 � P�
PT � 12+26.28
11 +97.21 5002.30
5002.03 P�
12+78.23-
5002.60
� � �PT
12+72.30
`. .t ,.. -- 5002.57
--� ��. �
�: �:. PC .,
12+71.35
5002.56
PI
- 12+42.28 �
1 5002.40� 13+00
'�
� _. � PT �: .
•: 12+04.34 �_�. ,
5002.07 � T
PC I
12+60.59 ; . _ .
_�.I ; 5002.37 � . > .,
� PT
12+64.52
5002.39
LONGWOOD DR - LFL
PROPOSED
GRADE
-0.53% 0.61 %
-0.50% 1.56%-
0.50� 0.61 %
-�
� �
EXGRADE /
STA = 11 +05.40 J
ELEV = 5001.37
i
STA = 11+48.41
ELEV = 5001.58
STA = 11 +75.31
ELEV = 5001.75
STA = 11+90.34�
ELEV = 5001.98
I
STA = 11+96.27
ELEV = 5002.02
11 +00
NANNA
0.61 %-i
y L=.
�-' �----� 1-�=�
I PT
12+82.16
5PC2.62
12+89.33
� 5002.65
r j "--PT I
-12+93.26- �
F < 5002.67 �
j+00 �
W
��:{�0 �
13+00T� W
CPT '; �%7
12+75.62 ;
5002.45 , �-
-PC = ���
�12+71.69-��
5002.43
7a%
0.54%
5010
5005
0 5000
�
�
� � H
� -- � w
, W
� 2
N
w 4995
STA = 12+26.28J
ELEV = 5002.30
STA = 12+35.61
ELEV = 5002.35
� 4990
STA = 12+42.28
ELEV = 5002.40
STA = 12+78.23
ELEV = 5002.60
STA = 12+93.26
ELEV = 5002.67 4985
12+00 13+00
5015
- - - = LONGWOOD DR - -
5010 HIGH POINT ELEV = 5002.33 LOW POINT ELEV = 5001.94 5010
LOW POINT ELEV = 5001.59 HIGH POINT STA = 10+40.88 LOW POINT STA = 11+40.52
LOW POINT STA = 9+08.58 � PVI STA = 10+32.02 � � PVI STA = 11+38.52 I
- - - PVI STA = 9+21.05 ,� N co PVI ELEV = 5002.51 0 0 � a, PVI ELEV = 5001.79 ,N ^ -
- - - o� PVI ELEV = 5001.40 o rn^� A.D. _-1.67% n N � N A.D. = 1.28� ri o -
� � A.D. = 1.6090 � �� o K= 53.92 + o + o K= 70.13 + o
+ o K= 62.54 ��o �„� 90.00' VC �� a,� 90.00' VC �,�
�n �n
5005 °0 `� �00.00' vc •• •• 5005
» UU->m » mm �w �
ww ww �
-0.19% mlm � ��� �� � � � 0.78% w
-1.10� 0.609' � -0.67 0.61% w
_
_ _ _ _ - � � / .00 0 � - PROPOSED N
SOOO - - - - - - - - - - - � � / \ � GRADE ''� SOOO
STA = 7+94.00 I ` N
EXISTING ELEV = 5002.44 � \
BEGINNING OF sTAr--��+s7.82 �
o GRADE STA = 8+51.00 ��. L�V = 5002.59 �
o � ELEV = 5001.82 ROADWAY
- o o - - - IMPROVEMENTS - sTA = i2+s2.82
+�, WITH PHASE D. ELEV = 5002.7s
4995 �' ii 4995
n
>
N W
4990 4990
4+50 5+00
6+00
7+00
8+00
9+00
10+00
11 +00
12+00
13+00
5010 5010
ROW (MIN.
7' PKWY
��•)
7' PKWY
(MIN.)
36' ROADWAY
WALK 8' 8' WALK
(MIN.) PARKING � �, � �, PARKING (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL
Kra
LONGWOOD DR
KEY MAP
N.T.S.
N
�
--.-. . .
- - . - . � - . =_______=
---------�
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
50
�
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
ioo
�
feet
z
0
�
� �
Z v
O Q
>
W
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
�
Z W
O J
_ �
� O
� �
0 � �
� W �
� �
(%� � Z
a = J
� � �
a �
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Z �
0 �
� �
�
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
149 of 216
8+50 9+00 10+00 11+00 12+00 13+00
�
�
W
W
�
W
�
SEE SHEET 162 SEE SHEET 169
. _� " PC
• ;.�.�o
.PC
C�'���':�.��:� -
.�
1
14+82.07
�- '-r: ` . _ �� � �_ 5002.56
�11+96.27 P� II �, - - �;,` +,r. -t�
5002.02 � � �-� �.;�' PT
U- - .
, , . , , +� -
PT 12+26.28 � j- i� -- ; `. � 14+76.14
11+97.21 5002.30 PT � • 5002.53
5002.03 � � � � P� I 12+82.16 � :' • �� .�"'. PC
12+78.23 5002.62 '}.; ��. :.;: , � 14+72.21
� , � 5002.60 p� ��� � �. - 5002.47
�PT 12+89.33 � PT
12+72.30 5002.65 1� `:r °� I 14+65.04
� � 5002.37�
- 5002.57 ! ` �-pT . � I � �:..; , _'.. PC-
� !`b� ' V -i�� .
' �: '.. PC -12+93.26� . _ ,�
:.<5002. -- '.::14+61.11=�
12+71.35 67 �� :�. -� `.ti
5002.56 ` __ - . ` 5002.32:�;
� j13+00 ' �14+00
SEE SHEET 161
J �-. ,�- ��- � �=�
-� � P� PT
`: ' �
PT _ - �: 15+64.03 16+79.62
5003.92 _
•14+83.02 = 5003.01 I
°5002.56 � .. `:,.: PT P� �' :.
" ' " PT 16+75.70 ': ,�
PI ' `` 15+67.96 :�
15+58.10 5003.87 `
15+28.08 5003.03 �
5002. 83� 5002.98- -. P� ��- PT `:
�� PI P�" � 15+75.13 16+68.53 � �
15+12.08 15+57.15 ': :: =�. ' 5003.07 5003.76
5002.75 5002.98 ' : : � pT PC
�� �. �` 15+79.06_ _16+64.60 , T -
r. �I! � , ,~, -' . : : _.
5003.09 ' S003.71_:: �-'==
�.: � :, �_�
� ���� 16+00 `
� 1
5+2s.os,s oo LONGWOOD DR��
�002.83 � � 17+00 �
��1-`� � ��s+oo� � PC•.` ,i•�
y : : .:
PI � i F,+oo
12+42.28 � '
1 5002.40� 13+00 14+00 15+00 15+00
�� � � - 14+00 - _.. .� �-rt�l-
�_. PT _ _ in i`i,..
�r--� PC,
� i 3+00�1= -J . TJ: ` _
12+04.34 �_:-
� _.... '.s.: ..��.14+61.08
:... - -PT -�r�`� �
... . 5002.452 _,.,'�-.'�-_....----------------- .. PT
5002.07 i r 5002.32 � y
PC i
12+60.59 , .._ . ...� ,PC T�-..i.';i.. ,.,.. .., , . �... : �- �-,14+65.01
. -, _ -
�.^I + 5002, 37 •. : . � 12+71.69-��� ' . . . ,.. .... : . : . . , . .. -r 5002.37 ;: .,. ,. .
� �� PT 5002.43 PC
41 12+64.52 14+72.18
�� 5002.39 5002.47
PT
14+76.10
; 50 I2.53
,- -� - - ���-- -, , -- ;r �, - :� - - _, -!tl - - r - ..-, , . � -
5015
5010
�
�
�
5005 ,�~,�,
2
N
w
w
N
5000
HIGH POINT ELEV = 5003.02
HIGH POINT STA = 13+45.73
- PVI STA = 13+40.18
= PVI ELEV = 5003.28
- A.D. _ -2.289�
- K = 39.49
90.00' VC
°•° o
n
N �
�
-mm
��
M �
��
fN LiJ
WW
INTERSECTION WITH
MOUNTAIN WILLOW WY
1.41
0.50� � 1 •28! -1.00% � -0.50� \
-0.78�
STA = 12+93.26
ELEV = 5002.i 7
STA = 14+01.01
ELEV = 5002.67 - �
� � STA = 14+26.01- STA = 14+59.15
_ ELEV = 5002.47 ELEV = 5002.31
STA 12+78.23 ` � STA = 14+61.1
4995 ' ELEV = 5002.60 � ELEV = 5002.3:
12+50 13+00 14+00
5015
PC ...,..: : .
,(c�� 15+57.12 �-PT � == 16+64.57= '' �
PT 5002.98 15+79.02-; ,5003.71
-14+82.98 . �pT 5003;09 PT
r5002.56 15+58.07 P� 16+68.49
p� - ' " 5002.98 15+75.09 5003.76
5003.07
14+82.03 PC
5002.56 1 P5 6� 92 16+75.66
PI.'I PC ;,3.03 5003.87
�PT
15+12.05 16+79.59
5002.75 15+64.00 5003.92
500I3II.01 I II II �
- -� . - 7�f I- � , -
SEE SHEET 159
0.759� � I
0.50�
STA = 15+12.08
ELEV = 5002.75
STA = 14+93.90
ELEV = 5002.62
STA = 14+76.14
- _ ELEV = 5002.53
� rt - -
'STA = 15+79.05J
ELEV = 5003.09
STA = 15+91.
FiFv = snn�.�
15+00
PC
16+99.36 � --, .
5004.oz �, SEE SHEET 172
--pT ti \
17+03.29 � = `" " �' . `;:. . ' 20+45.01
5004.04 � . � � ,� ",t � 5005.68
l._:. •,,_.
I . �. �
PC � _ \ � =' ��': '�.� 1 PC _.. ::: . '
17+10.46 '� .. .. • 20+41.08'' '
5004.08 � `� � ' `.� .-:
, .. 5005.70
PC PT ` : • �r o
. . .. . -
PT 18+57.77 19+21.61 � .' 2°+0
: .: -.
-17+14.38 • ,
,.'�5004.10 ��^' i 5005.04 5005.41 � i Zo+oo
__.. -'
�g+00
,00 ..: 5.00 � 8+00 6.00 PT Zo�o4 /
���17+0o i8+oo 18+57.74 �9+00 '19+3 .52� pCi.� y. .
� -.>:20+49.99
;. � �� .. `- ' 5005.70 PT
5005.04 - /�.
PT -�8+00 =�r�9+oo� . � \
:. . _ - 20+53.91
_ � 17+14.35-.'= -' � - PT �\ �
'p� � 5005.68
5004.10 19+30.52 \ ' �' 1' � �� \ PC
.18+57.74 -\\
P� 5005.04 5005.41 � ' _'-�- . 20+61.09
17+10.42 � �• 5005.64
5004.08 � � R �,�'� � PT
, '.�'t:... ,
Pc �+03.25 SEE SHEET 170 �
16+99.33 5004.04 �
5004i02 � �
5015
LONGWOOD DR - LFL
5010
� ,2g� 1.43�=
0.78% 0.55�
_ � _
16+00
, �
PROPOSED -0.54!
GRADE 0.25�
3� 0.78% 0.59% 0.55%
0.55� STA = 19+95.75
� ELEV = 5005.82
STA = 17+52.25 STA = 18+57.77 �
ELEV = 5004.46 STA = 20+11.51
� ELEV = 5005.04 ELEV = 5005.86 -
STA = 17+27.25 � -
ELEV = 5004.26 STA = 19+21.61
_- ------�__ ELEV = 5005.41
STA = 17+14.38 - - - -
ELEV = 5004.10 EXISTING� STA = 20+41.08
ELEV = 5005.70
STA = 16+79.62 GRADE
�
�
W
W
�
�
�
�
w 5005
2
�
w
w
N
5000
LSTA = 16+64.60 ELEV = 5003.92 I I
ELEV = 5003.71
STA = 16+16.91
ELEV = 5003.45
17+00
18+00
19+00
20+00
� 4995
20+50
5015
5015 5015
ROW (MIN.
7' PKWY
��•)
7' PKWY
(MIN.)
36' ROADWAY
WALK 8' 8' WALK
(MIN.) PARKING � �, � �, PARKING (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL
Kr�a
�!� �� � i
• •�� �'
KEY MAP
N.T.S.
N
�
--.-. . .
- - . - . � - . =_______=
---------■
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
�
� �
Z v
O Q
>
w
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
o`4��O�E ��� � �,
v ;' � R QQ�4 �G���
:
Q���O� G��S � �� �
�o,� F �: ��,
.
•....•• G
S��NAL E�
�
Z W
O J
_ �
� O
� �
0 0 �
m W °'�f
� �
(%� � Z
a = J
� � �
a �
~ W
Z W
0 �
� �
�
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
150 of 216
12+50 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+50
12+50 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+50
SEE SHEET 147
';.'4:. � ��PC 20+56.P10 4,� 5005.59 Il��l 21+59.44 21+63.37 22+8519 I
20+61.96
5003.29 5003.25 5002.75 PT '
�1 `! 20+52.18 5005.62 _ � 20+65.89 PC PT 22+89.12
�:`� 5005.64 = 5005.50 �1111 21+69.30 22+�3•28 5002.77
PT \ PC pT 5003.10 5002.36 PC I
-, -� � 20+45.01 '� 20+73.06:21+52.27 � PT 22+96.29
_,�; �. � 5005.68 5005.32 : 5003.36 �-{- -�__ 22+79.26 5002.81
PC PT - � PC 22+00 5002.72 - PT
20+41.08 \ -20+76.99� � > - � --23+00.22T� � • �
� 21+48.34 _
rt; . ' . ', �_� : :. 5002.83 �� .
� 5005.70 , 5005.22 _, 5003.40' PC
{ii �2 +o0 21+0o I ` 22+35.28 � � +00- 23+00 24+00
� �2 +oo �� ; � �'_5002.36PT23+ o P� � 4.00
R 2,+0o z2+oo 24+0o LON
W ^ 5.00 22+88.17 22+94.10
\
�. � 52\ O+OOC _ � 1 � :.� . � 5002.72 i; 5002J5 � \ - '
T -
�-.�__ 2,+00� Pc ��:-�xo � r-�: PT 24+00_
� PC� �' '� 'PT =21+57.25, ��• o i � 23+09.13=� _--. - '' -- `--
W 20+49.99 � I � _
�20+85.90 5003.40 PC 5002.83
,; � 5005J0 � ` 5005.22 -- � PT \ P� � 22+44.19 PC
.;j I PT PC � I 5002.45 23+05.20
20+53.91 - 20+81.97� 21+61.18 "21+78.21
�7' 5005.68 =J %5005.32 �_- 5003.36 5003.10 22+22 � 9 5 P02.81 �
'� o �. � pT �' � � PC PT
.. ,�I'� I PC�' o - 5002.45 22+98.03
� 20+61.09 20+74.80 �" 21 +68.35 21 +72.28 5002.77 l
_�.: � I 5005.64 ' � 5005�50 50 1.29 5003.25
:�.: ;r PT ' PC ) I I \
20+65.01 20+70.87 \
' .,:� I 5005.62 � 5005.59 �
` `� � � ) � I /
-:t _ , � \
� __ �
.i i_ - __ , � /
;,� -� ` � 1
.�
��� � �� � , � � �
SEE SHEET 147
5015
� 1
� � �
� \ \ �.
PC �
� 26+00.26 � \
-�� : � - 5007.01
25+00. 26+00
WOOD R 25+00 2s+osi�� +oo
\\ 5007.01
25-- 00 �, 26+00
.
� , ���
�� �. - _ .__. � _
\
LONGWOOD DR - LFL
�
I
\
\
I
5010
-2.49� -2.37% �
5005 � -1.03�
� �2 59$
w �
I STA = 20+91.52
V=j � ELEV = 5004.88 _
� STA = 20+76.99
5000 W � � ELEV = 5005.22
- - __l- �
STA = 20+61.96
ELEV = 5005.59
STA = 20+41.08
ELEV = 5005.70
4995 STA = 20+11.51 STA = 21+48.34
ELEV = 5005.86 ELEV = 5003.40
j STA = 21 +63.37
I ELEV = 5003.25
2.59� 2i �
33 �
-1.68�,
�
= 21 +69.30
= 5003.10
�2.00%
_i t
--8.33� ,
0.84% 0.50% - - -
STA = 23+00.22 -
ELEV = 5002.83
STA = 22+79.26
ELEV = 5002.72
STA = 22+35.28
ELEV = 5002.36
STA = 22+33.28
ELEV = 5002.52
�
STA = 22+24.28
ELEV = 5002.70
I
STA = 22+15.28
ELEV = 5002.52
STA = 22+13�28
ELEV = 5002.36
4990 � I I
HIGH POINT ELEV = 5006.35
HIGH POINT STA = 20+32.92
PVI STA = 20+62.16
PVI ELEV = 5006.55
5015 A.D. _ -3.14�
PC -
26+09.17
5007.01
�
2%00 � . ��
� \
��
; �)Xpo / , /
PT �
�\ 2�X �o � . 28+63.20
�" . . 28x� 5010.49 �
�,tiR ....
�..:. o_ Pcc� ,/ ��
28+58 90
28 00 5010.40 . PC � 5�
� 2s+ss.4� �G j
\ ` 5010.62 � Q�
�
\ � ?e"o 28+48.98 PT G�� �'
\ � � � 5010.69 ,.. . .28+73.60 ��� /=
� �
28+34.90 � ..,� +55 �a�x, � EP 010.�71 / � / /
5010.38 � , � / 28+78.76 ' � /
28+38.86 ;1� l ,5010.78 � /
5010.47 , � EP �i /
/ PC � 'r 28+54.86
.�'� /
� 28+45.57::. /5010.7F� Y �� / /
� 5010.62. PT x�
/ � � ,28+49.71 � /
, � 5010.71 � ��%
� // � /../� , .
EXISTING
_�____- ---- �.31% -----
�
�
� -
�� -
� � � PROPOSED
� GRADE
STA = 26+00.26
ELEV = 5007.01
2.1
�STA = 28+78.76
ELiV = 5010.78
STA = 28+73.60
ELEV = 5010.71
I
STA = 28+58.90
ELEV = 5010.40
5015
5010
5005
5000
4995
4990
5015
so:oo'8vc LONGWOOD DR
�
�''� <c 2.52%
+ o � 00
5010 � N� +o - - ---- ---_ � 5010
� � W N � - - - - � - - �
W m m U U - �
W � ww ��� -
= 1.39%
N � �� � �
5005 W PROPOSED � � � 5005
GRADE _ +__o
(n ,259� 2.009� � -2.00� ____ _---- �_ N �
� EXISTING � W
_ _ / STA = 22+30.87 GRADE -
- � � ELEV = 5002.64
5000 � - - sTA = 22+2�.87 5000
� i ELEV = 5002.82
v STA = 22+12.87
ELEV = 5002.64
4995 4995
20+00 21 +00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 29+50
5015 5015
LONGWOOD DR - RFL
2.25% 1.39�
5010 EXISTING 5010
GRADE
-0.509� - - - - �'49� STA = 28+34.90
-0.54% _2,49%� _ _ _ , � ' - ELEV = i 5010.38 _
0.25� - � � � STA = 28+49.71
� ELEV = 5010.71 -
5005 '2 37y_ 8•33% 2.00% �� STA = 26+09.17 �� 5005
° 9y 1.03% -2.00% - 1.39% ELEV = 5007.01 � o
�2 5 -2.59% _ o
I _8.33� _ _ - - PROPOSED + ,q
STA = 21+00.43 -�'46�� 0.61% 0.50% - -- GRADE 00
N
II II
STA = 23+09.13 �
� ELEV = 5004.88 i � - � ELEV = 5002.83 -
r STA = 20+85.90 - STA = 22+88.17 t~i� w
5000 � ��ELEV = 5005.22 ELEV = 5002.72 5000
w � � STA = 20+70.87
� � ELEV � 5005.59 EL V= 2 5 02.45
w STA = 20+49.99 � - - - - -
ELEV = 5005.70 STA = 22+42.19
� ELEV = 5002.62
STA = 20+20.42 STA = 22+33.19
4995 ELEV = 5005.86 ELEV = 5002.80 4995
STA = 21 +78.21
STA = 21+57.25 ELEV = 5003.10 STA = 22+24.19
ELEV = 5003.401 STA = 21+72.28 ELEV = 5002.62 - - - - -
STA = 20+04.66 ELEV = 5003.25 �
ELEV = 5005.82 STA = 22+22.19
ELEV = 5002.45
4990 4990
20+00 21 +00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 29+50
60' ROW (MIN.
7' PKWY
�T�•)
7' PKWY
(MIN.)
36' ROADWAY
WALK 8' 8' WALK
(MIN.) PARKING 10' 10' PARKING (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL
IiTB
LONGWOOD DR
KEY MAP
N.T.S.
N
�
--.-. . .
' ' � ' • � . . ���������
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
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CHECKED
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DESIGNED
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FILENAME
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
151 of 216
u
/
i �m � �y �
SEE SHEET 156
� ~�: :��,
PI �';f..
I10+71.92� �ti{
��;� � ��:1�3 i I 5001.52 �,
�-:�.i ir..r ai PC
-� �� 10+27.78 � 10+00.00 11 +07.92
5000.96 5002.04
�.d��� _5001_,68 �R �-PTj
P� P� 11+0199-
BP - -
5+00.00
5004J7
5+00 j 6+00
L- - - - - -
�,
\
7+00
10+25 85'- - • � 0+55.92
; - 5000 93 ; 5001.31 � - .
� J _,�__ n. 5001.94�
��:° ;:'�,�:;=,-.�_ �. PC� .
� ��
J PI / BP • 11+00.06 '^
8+00.00 � 10+00.00 '� s :. � 5001.91
5001.93 � � 5000.78 '"
� �_ _ _io+0o �ii+o�
8+00 �9+00- ---. �10+ 10 00 i�; � p;
�
I�HASE E SHOWN FOR J� BP � •
�o+oo.00 �`�:.`�_ : :; a:�, :.
RE�ERENCE ONLY s000.�s �L:: Pc..
PC _11+00 O6 .
10+25.85 , 5001 91 �
---� ----- -- --------- - � .. PT
- 5000.93� -
-� � PT , 11+01.99�
10+27.78 � 5001.94
I 5000.96 � � �� �i , PC
� I 10+55.92 f• 11+07.92
5002.04
\ 5001.31 � � °: L
PI •.. � .
� o+7�.s2
\ I i 5001.52 �: �:,
SEE SHEET 155
SEE SHEET 173
� R`:\4� II
i �.�: ,
I '�'.
PT � . I
11+11.84 -�' � ;I
5002.06 � 't � -
PC I � :�
-11+19.02 � ' ':I.
=5002.11 - - ` �
�PT � '� ��-'.
�11+22.94 � .�
- soo2.os y ; , �,
12+00
11 +00
�PT " '�`,+o, �
11+22.94 `. , , %.. : .�• �
' ' 5002.09 �.l . "�-
PC - � ' - -
-11 +19.02 t �
5002.11 � • ..j.
�: ~` ,:
PT � - ; �
11 +11.84 � . �: �
5002.06 . �
� '� .�
�` .
� -�
SEE SHEET 167
I ->.� �
� PT
T� �` 14+28.33
5005.23
��
PC�
-� ' 14+24.40-�
5005.17
PT
- 14+17.23 �
� 0 _ 5005_06
�-; '�'-- , --- T �PC: -
' � 14+13.30
� 5005.00 _
13+00 ' 14�00
12+00
0
i 3+oc � PC
_ ,. _ --�-_ -�-13+99.30-
� _ �-'" t.' � 5004.92-
' �
PT�
�- � -�14+03.23
� 5004.98
PC�
14+10.40
_ - --�-�8
PT
- I i 14+14.33
5005.14
�
� - � =-
I
ROW (MIN.)
\•.
_ �
W
�
:�° �
.� /
PT
14+2:
PC 005.
14+20.�
50 � .17
��`I
WALK BIKE
MIN MIN
10' PKWY
F (TYP.)
8'
PARKING
ROADWAY
8'
PARKING
10' PKWY
(MIN.) � g� 5 �
BIKE WALK
( ,) ( ,� ��� ��, (MIN.) (MIN.)
TRAVEL TRAVEL
MINOR COLLECTOR
Kra
5010 5010
5015 5015
_ _ N TIMBERLINE RD _
- - PVI ISTA = 11+70.32 M,n
5010 PVI ELEV = 5004.55 �ri °4 5010
LOW POINT ELEV = 5001.08 ,` � � A.D. _-1 •16% N o
LOW POINT STA = 9+10.00 iri tO K= 94.73
PVI STA = 9+24.72 �� + 0 110.00' VC ��
_ _ � N PVI ELEV = 5000.35 � o �„� v v
� � A.D. = 2.98� N N � > >
- - �� - K = 67.15 - oo ;; ww
5005 o.so�
- - � ss.87' Vc - N W m m � ,� 5005
PROPOSED >; w w �
STA = 5+51.98 -�•279; GRADE mlm � 171% w
_ ELEV = 5005.08
___ ____--- - �
5000 ^ - - - _ _ � � �'-' 5000
------
- ---- -
---------- - --- -
o� - ---- ---- ---- --- � ,
- +� _ - BEGINNING OF PHASE D IMPROVEMENTS EXISTING� �
- �n - - - STA; 9+75.51 �RApE -
n ° - - -
4995 � � 4995
cn w
4990 4990
4+50 5+00
6+00
7+00
8+00
5010
9+00
10+00
11 +00
12+00
13+00 13+50
5010
r ���� �'`,,^
► I ���, %�
j �• ��
I � � �
: ' '�
�_ -. �� .o�._ O:
N
KEY MAP
N.T.S.
�
--.-. . .
- - � - • � - • �_______�
.��������■
���������
NOTES:
1. S U B G R A D E T O B E S T A B I L I Z E D P E R G E O T E C H N I C A L
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
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CHECKED
DAP
DESIGNED
BRB
FILENAME
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
152 of 216
9+00 10+00 11 +00 12+00 13+00 13+50
9+00 10+00 11 +00 12+00 13+00 13+50
5005.23
\ �-"�
�
PC-�
= s i 14+24.40�
5005.17
PT .,_\
-14+17.23
�0 5005_06
N . _ T _PC�,-
' � 14+13.30 �
� � 5005.00
� +00 14�00
W ��
� -� i 3+ r _
�,
PC
+o,,
- 13+99.30 . .
� -
�� -
5004.92
,,. rt, ____ __r._ . .
, . ,, .: ..
�_ .,iti.;.... ... _ ... . -
PT
� 14+03.23
5004.98
PC
14+10.40
_ --�--�8
� i PT
-•� I I 14+14.33 _
5005.14
5015
5010
N -
�n -
�
5005 w
N STA = 14+13.30 '
w J ELEV = 5005.66
W ELEV = 5005.00 �
tn � STA = 15+22.84
- STA = 14+28.33 ELEV = 5005.57
- ELEV = 5005.23
� EXISTING-
---- --�/ \\��- -�\ GRADE
�
--_� �----
\
v
����
SEE SHEET 163 SEE SHEET 175
,�. ,
�,.
:�. , , , � ,
�
k
, � Pc �
�} 1I
�` _
, f':: I �
�k � . �� _ � \,, : I ; �1 `- � - >�41 � I �18+17.16._ 18+23.09 � � � PT l �`J 20+29.85I I I I I I I I I � J
I,: � PT 5007.42- 5007.45 ,, f� � PC 20+24.00 PT � Z
' ,�`� k �%,:; ; �� ;; -�-- - PC- - -17+35.09 r- PT � 5007.51 I �
; , pT _,. PC � 20+20.07 5007.64 20+33.78 � O
�� �., 17+31.17 5006.87 18+15.23 18+27.01 ���:. �. � 5007.66 5007.38 I U�
.� -,'�15+11 74_': ' �'` 5 0 0 6. 8 1 � 5 0 0 7. 4 7 .�'� � i i! I I W
' � � <: 5 0 0 5 6 4 `; � P C �,;: P T P C 5007.41 P � . � ;. P T p � I I I � � U
'� ��:� 15+18.91 `: 17+41.02 PI �' � � 20+12.90 � �
�C15+07P 1�" i�' 5005.59 �< -- __ -- --� 5006.�0 5006,90 _ 17+71.09 18+34.19 �- :v... �--�: --- 5007.70 5007.�6 5 I I w� W
, , :.
. . ...... .. _ � 07. , ,
� �=-.�.: 5005.66j=. : ,�PT :.-`,L-- -- �- - - - - PC - 9 - "PT� r< PI � EP � Q � �
.. . � - . .-�
�.. •. . . . . . . . _ . .... . . . � 15+22.84 : . .. '. � ` : . . _ � ' • � �... � • 17+42.95 i • . 19+36.04 • . '-' . `� � � W
5007.1 5� . .
PI 17+20.07 . - � . : t .18+38.11° �'� � � ' 20+08.97 ' I I I
5005.57 5006.92 � 5008.21 20+44.88 � , � O L�
: : •
13+84.50 = ._�� _ 5006.64 _ .: • � :: 5007.53 '1� . . . : -..- � 5007J2 � I � , � 500 . ; ; ' 2 W
� L�
�: - � � � � � ��03 � , � I..��Z(n�
\ 5005.72 � --_� i s+oo i 7+00 � P� � s+00 20+0o i �;; I � i
P� ��' N TIMBERLINE RD - P�+ P� 17+87'09 ��°��� END G� ROADWAY
1 4+ 6 6. 3 2�-�-�- 17+71.23 1 7+ 0 7. 5 0 5007.27 � o��
14 00 15+00 16+00 1+00 18+00 19+00
5005.45 �., i�+�o�.r. 5007.19 -5007.57 � .. IMPROV'EMENTS WITH PhASE D.
�. i+oo �___-� .j ,PT � � l�2� THE RE �T OF THE ROADWAY
PT 10+0o P� ° �7+4�3.os p� � •- - ' , ; ' • DESIGN /�ND IMPROVEMEN7S
� � 0.
PC
PT %
= �,: % � �
,� �
17+20.20 -
� - /%�/
- 15+22.s7 - SHOWN F0� REFE N
A�` ' 5006.92
18+15.37
20+09.11
RE CE ONLY.
-f .. _ 18+38.25
_ �� ,
- 5006.6 � / I
- - - 4 I
�
, � - �.'. . _
" 5005.5 - I
7 �-`��-
PI -
` �..
. � �EP
500 .41'�
., , .
_ 7
14+50.32� -PC PT--� - P� , ,,. , '5007.53 `. 5007.72 '• , / I \
�� - - - - 17+41.16 _ .. :• 20+45.02
5005,37 , � 15+19.05 t17+24.13 --5006.90 � PT PC 20+13.03. 5007.03 . � I
18+17.29 18+34.32 T �� ` \
PT PC 5005.59 � 5006.70 �-. ..,;�. T
14+22.18 � 4+94.47 PT p� PI 5007.42 5007.51 I•; �,; � I 5007J0 .,�. 20+41.09
5005.19 ��- 17+87.23 \
, , � � � , � 5005.59 .., �, 15+11.87 ' `=17+31.30 P� PT P� 5007.16
� � 20+20.21�-- ' PC � � � � II
=PC � - PT . '� '`'' �5005.64 •;' . .5006.81 5007.27 18+23.22 18+27.15 . :
-14+20.26 �14+96.39 : PC �', . � PT �.�. 5007.45 5007.47 ~� :`.',.= �•�` � � 5007.66 PT 20+29.99I PT I
5005.17 5005.60 ` 15+07.95 _-- 17+35.23 20+24.13 :; 20+33.92 �
i �r � �i i lu I•_ _/_ �-- .,��',�, �';� 5006.87 � I -� � 5007.64 r 5007.51 5007,38 �
5005.66 � -{� � � � ��, 1 11 I
SEE SHEET 162 SEE SHEET 163 SEE SHEET 172
.51 �
0.55%
STA = 15+07 81
0.62%
N TIMBERLINE RD - LFL
INTERSECTION WITH -1.699�-
HARWOOD LN -0.40� _� 18%�-
1.28% 0.279�
0.559� �'78% 0.55%
PROPOSED � 519, 0.95% p,50%
GRADE
I 0.55% STA = 19+33.69
4995 �
13+00
5020
14+00
19+00
2.30�
�-3.15�
( ap M
� o
� �
_ _� o
- + o
o '�
N
II II
>
- H J
N W
20+00
80' ROW (MIN.)
10' PKWY 38' ROADWAY � 0' PKWY
5, 6, (TYP.) (MIN.) g� 5�
WALK BIKE 8' 8' BIKE WALK
(MIN.) (MIN.) PARKING ��, ��, PARKING (MIN.) (MIN.)
TRAVEL TRAVEL
MINOR COLLECTOR
ILTB
5015
5010
5005
5000
4995
21 +00 21 +50
5020
N TIMBERLINE RD
- - - - LOW POINT ELEV = 5004.10
LOW POINT STA = 21+18.08
5015 �n HIGH POINT ELEV = 5008.76 PVI STA = 20+99.15 5015
� �-HIGH POINT STA = 18+72.61 PVI ELEV = 5003.50
�n ao PVI STA = 19+10.15 �n A.D. = 4.43%
� o PVI ELEV = 5009.01 �� K= 27.08
_ �'� A.D. _ -3.46% + 0 120.00' VC
� W K= 31.75 0, o ,n
>; 110.00' VC r'� a; N
5010 N m m v v + 0 5010
� PROPOSED w w N�
GRADEI 1.28% 0.78% 0.55% � ��
I- - - - -
W - - O.%8% U U -
STA = 17+97.43 m m
N 0.55% ELEV = 5008.39 �2 9�g I _ -
STA = 16+70.85
5005 W ELEV = 5007.28 E EV =� 5007. 8 STA = 17+72.43 5005
N ELEV = 5008.20
END OF IMPROVEMENTS
- _ STA; 19+43.00 _ - - - -
-- -
5000 -� - - - - - 5000
\` r � - ---- ---- --------- --
�� _I,, ---_ -- --
� � � EXISTING
��� GRADE
4995 4995
13+00
5015
5010
N
�
�
H
5005 T
�
w
w
N
14+00
v v�TM
LN
15+00
15+00
16+00
16+00
STA = 17+20.07 STA = 18+38.11 ELEV = 5008.20
ELEV = 5006.64 ELEV = I 5007.53 �
STA = 19+51.15
STA = 17+35.09 STA = 18+50.97 ELEV � 5008.25
ELEV = 5006.87 ELEV = 5007.69
e i STA = 19+76.15
STA = 17+41.02 STA = 18+75.97 ELEV = 5008.15
- ELEV = 5006.90 ELEV = 5007.89 STA = 20+01.15
STA = 17+71.09 ELEV = 5007.86 _ _
ELEV = 5007.19 - - - - -
_ _ - - - - - - - STA = 20+08.97
---------- - ELEV = 5007.72
� � - �
STA = 20+24.00
ELEV = 5007.64
STA = 20+29.85J
ELEV = 5007.51
17+00
17+00
18+00
18+00
N TIMBERLINE RD - RFL
INTERSECTION WI'
HARWOOD LN �,2g% -1•189
I 0 28�
� PROPOSED 0.55% I
- -0.62% GRADE 1.51 % �
- _ 1.44% 0.55�
0.55� 0.55%
0.64% 0.50% STA = 17+20.20
0.55% STA = 15+22.97 ELEV = 5006.64
STA = 13+99.30 ELEV = 5005.57 STA = 17+35.23
ELEV = 5004.92 - STA = 15+07.95 ELEV = 5006.87
I ELEV - 5005 66 I
STA = 14+14.33
ELEV = 5005.14
5000 STA = 14+20.26
-ELEV = 5005.17- � -
--_� i
STA = 14+50.32J
ELEV = 5005.37
4995 �
13+00
14+00
STA = 14+96.39 - STA = 17+41.16
ELEV = 5005.60 ELEV = I 5006.90
STA = 17+71.23
� � ELEV = 5007.19
�\ ,_- - ---- ----- -
- � �\ � - - �
/ EXISTING
�� GRADE
15+00
16+00
17+00
I 0.78% 0.55%
�° 0.50%
STA = 18+38.25 STA = 19+33.83
ELEV =I 5007.53 ELEV = 5008.20
STA = 19+51.29
STA = 18+51.11 ELEV = 5008.25
ELEV = 5007.69 STA = 19+76.29
( ELEV = 5008.15
STA = 18+76.11 STA = 20+01.29
ELEV = 5007.89 ELEV = 5007.86
_ STA = 20+09.11
- - - - - - - - ELEV = 5007.72 �
STA = 20+24.13
_ ELEV = 5007.64i
- - STA = 20+29.99
ELEV = 5007.51
18+00 19+00
1.69%
2.309�
�-3.15%
/ - - N M
a o
-� ^
0
- - + �
_ o 'n
N
�� ��
- H J
N I
20+00
21 +00 21 +50
5015
5010
5005
5000
� � 4995
21 +00 21 +50
N TIMBERLINE RD
KEY MAP
N.T.S.
N
�
"�'• � �
' ' � ' • � . . ���������
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
153 of 216
5
WALK 7' PKWY
(MIN.) ITYP_1
63' (NOT ROW)
,
6' PKWY
� �T�•)
_ . 6, 6• g-
WALK 8' BIKE WALK
(MIN.) 19� 10' �p, PARKING (MIN.) (MIN.)
ANGLED T}�AVEL TRAVEL
PARKING
CONNECTOR LOCAL 2 W/ ATTACHED GREEN
KTJa
FAOM 10�OQA0 TO 16�0�00
5'
WALK 7' PKWY
(MIN.) � (TYp,)
74' (NOT
77' ROW (MIN.
7' ROADWAY
ROW (M
36' ROADWAY
6.0'
PKWY
6'
WALK
(MIN.)
8'
PARKING
CONNECTOR LOCAL 1 W/ A'�TACHED GREEN
fLT�
fR01A 16�a6A0 TO plielAO
10' 10'
TRAVEL TRAVEL
6.0' PKWY
(MIN.)
6' 6'
8' BIKE WALK
PARKING (MIN.) (MIN.)
TEALBROOK DR
�
SEE SHEET 154
BP
5+00.00
4996.83
5+00
�
�I � T
6+00 7+00
�— — �
8+00
10+00
%
/
1
�
�
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� I FOR REFERENCE QPJLY
� i �
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SEE SHEET 154
12+00 � 1 �00 �'
e,./
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KEY MAP
N.T.S.
�
--.-. . .
- - � - • � - • �_______�
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
5010
HIGH POINT ELEV = 5001.47
HIGH POINT STA = 13+69.17
PVI STA = 13+69.35
PVI ELEV = 5001.59
A.D. _ —1.10�
K = 81.85
5010
TEALBROOK DR so.00� vc
(FUTURE) �' `�
�►7 MM
�
+ O + O
5005 � � � � 5005
(n li.l !N Li.l
> > > >
m m W W
PROPOSED � �
GRADE — —
5000 � � � ,n 5000
0.55% ---- ---------- ~--- —" �n
---- ---
�
_---- ---- ---------- -- EXISTING w
— — - GRADE
_ — — — — 2
— — — — — — — — — �
4995 w 4995
(N
�
— o °° — —
o c�
4990 - o � - - - - - - - 4990
+-
�
n u
>
— H J
— � W — —
4985 4985
4+50 5+00 6+00 7+00 8+00 9+00 10+00 11 +00 12+00 13+00 14+00 14+50
N
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
scale
--- �
�������\
3ROOK DR� � � � � � �
_ -- - � �
� �
������ � H
BEGINNING OF PHASE D W
IMPROVEMENTS. �j
� J I— I-- �� �J.�
----------- �
►o
feet
SHEET
154 of 216
HORIZ: 1 "=50'
VERT: 1 "=5'
a
WALK 7' PKWY
(MIN.i (TYP_1
63' (NOT ROW)
77' ROW (MIN.
0
6'
WALK
6' PKWY
� �T�•)
7' ROADWAY
(MIN.) 19� � 10' �p, PARKING (MIN.) (MIN.)
ANGLED TRAVEL TRAVEL
PARKING
CONNECTOR LOCAL 2 W/ ATTACHED GREEN
KTA�
FROY110�OQ00 7�O'I6�l600
- 74' (NOT ROW) - � ��� � �
5'
WALK 7' PKWY
(MIN.) � (TYP,)
6'
WALK
(MIN.)
ROW (MIN.
ROADWAY
10' 10'
AVEL TRAVEL
6' PKWY
(MIN.)
6� 6�
8' BIKE WALK
6.0' PKWY
(MIN.)
6' 6'
8' BIKE WALK
PARKING (MIN.) (MIN.)
TEALBROOK DR
CONNECTOR LOCAL 1 W/ ATTACHED C�REEN
ILTB
FROM 16��00 TO p7idTA0
� -
� \
�
� \
� \
W
�
SEE SHEET 146
- ---- ----- --- -- -�- -- - - PT
-------------�---:_:.: __-_17+18.64
---------- - 5000.61
----------�--.--� -- --
PC�--- - PC
1�- �16+64.81��. __17+14.72
� - �� 5000.32� 5000.63
�'� , -- ri i•:-.� �91: .
� � .�� PT„
� PC .'. '.; ; .. _
� PI 17+08.79
\ \ \ \ � \ � 15+64.82
� '' 15+34.00 5000.67
\ �J��Q.s%
- � ,�_ 5001.38 I r_ »�
PC -��--
17+77.16 -'`-�
'C 5000.62 -PT PC
7+41.37 17+81.08--19+19.31 _
i000.47 5000.68 - 5001.70-
:PT pC i PT_
-17+45.30 � 17+92.50 19+12.14
:5000.45 . 5000.86 -- 5001.60 - -
\ : : �. :. •: ;: . _ PT - -- PC
17+96.42;; ; -��19+08.21 ;. .
5000.92 � 5001.54
is+oo is+o
� BEGINNING OF PHASE D --_15+65 � �� � � �, � oo � �
�3+0o IMPROVEMENTS. �- i5+ o �
/ � 16+00 � 17+U0 19+00-
� �,�L ;� 15 56. 1 +00� � _
- ; .^-�
`�--� � � -I � -I - � .,' .. . + i. �. . � i 18+0o`�,�J`..'. PC�" �.
. .. . ,
--- - TPT
- ----- --------- I.1 I
I .1:..=
-'..�� T-; .
�
- - =18+90.44.
�PI
I - -- -- - - - �17+31.65 ' •y
'.� �s oo P�
.. �,16+55.71
, � �� 5000 89
BP �16+99.70 � �,':'
15+55J3 pT' � PC
5000.67
5000.67 � 5+99.71
17+16.62
5000.89 5000.76
. r:
SEE SHEET 146
5010
5000.67 17+76.58 5001.54 -
5000.91 pT�
PC 18+94.36,:,:.;: r �
17+27.72 5001.60'�' ~�:�.
5000.69 3�.:�>.; _ :.._ ,.:.. -=-�`��.=
PT :�:=_ :�PC:^,:
=•' �� -`"�'`f =�:� 19+01.54;;t
:��=:
1 +20.55 ;r
7
- - 5001 JO �
5000.73
�•=�'Y
{� F �-�:
r � ='
::i°;�,
.::r:!��.�..,...,. 'Ji•�'��'._...,.... ..
SEE SHEET 149
HIGH POINT ELEV = 5002.53
HIGH POINT STA = 20+51.69
PVI STA = 20+56.12
PVI ELEV = 5002.72
A.D. _ -1.73�
K = 52.01
an nn' vr
6.0'
PKWY
SEE SHEET 167
5010
- - - - - TE A LB R 0 0 K D R HIGH POINT ELEV = 5003.02
HIGH POINT STA = 19+15.57
- - - PVI STA = 19+20.00 - LOW POINT ELEV = 5001.06 -
- PVI ELEV = 5003.21 LOW POINT STA = 22+12.76
- A.D. _ -1.73% PVI STA = 22+04.36 -
K= 52.01 PVI ELEV = 5000.92
5010 so.00' Vc A.�. _ �.35% 5010
K = 66.55
� 90.00' VC
o co o ao
n� �;
CV ^ � � -
� � N - -
� - - - �O �p0 Mo0 Mtp - Ln
� �� �� �� - �� - �
5005 W ��`' N`'' 3.12� ±� N o ~
STA = 15+34.00 >> j� 2 ��% N'� c� �n W 5005
Gi u.i =
2 ELEV = 5001.38 EXISTING mlm �- -3 �2� -2.00� � W
� -2.43% GRADE i ` - - - - - > > v v N
� -0.55� -2.43% - 1.28% 0.78% - � -0.959e � �. � mlm W W N
2.43%
2.43� _ 0.78� _ -
- - - - - - 2.00% -2.009,' - - - - � � _0.55� _ _ _ _ _ - -0.80�
STA = 18+75.00 \
5000 � J/ \ `-- ELEV = 5002.86 STA = 20+46.00 STA = 20+68.00 5000
STA = 15+02.00 STA = 15+66.00 STA = 18+00.00 ELEV = 5002.01
ELEV = 5000.86 ELEV = 5002.15 I ELEV = 5002.01 _ _ _ _ _ _ _ _ _ _ _
ELEV = 5000.86 , PROPOSED STA = 18+50.00 STA = 20+49.00 � ---
� STA = 15+63.00 GRADE STA = 18+25.00 ELEV = 5002.66 ELEV = 5001.92 STA = 20+60.00
STA = 15+05.00 = ELEV = 5000.79 - ELEV = 5002.34 � ELEV = 5002.17
ELEV = 5000.79 - - STA = 20+52.00 _
� STA = I15+60.00 ELEV = 5002.01
STA = 15+08.00 ELEV = 5000.86
4995 ELEV = 5000.86 4995
13+50 14+00
�n� n
15+00
16+00
17+00
18+00
SEE SHEET 149
-- --- pT__��- -pT_-= PT�PC 1` �- ^`�-.� -
21+55.07 22+04.99- - 22+68.97 22+74.90
PT 5001.97 5001.49 -- 5001.44 5001.40
19+62.16 PC p�_ � � PT
- pC 5001.96 21+51.15 21+61.00 -�� r �22+78.82
-19+58.24 P� _ 5001.95__ 5001.91- _ �� 5001.33
-- 5001.94 - PT __ 22+24.9 PC
- 19+69.34 -2�+43.98 --- _. 5001.49 22+86.00
--pT PT 001.99---�--- --� 5001.91_ -- -� � �'- - -5001.21 - ---- - -
r19+23.24 PC
5001.76 -19+73.26 ��- - � � PT ,-�,_, =,T, - ; ,-,-�-,� . tQ
:.' � : 21+40.05 .. „ ,
- 22+89.92 �T �7
� � i �5002.01 �
� 5001.89 i �L- ' . '?, i � � 5001.14 , . . �
0 : { f �� 20+00 - - - 21+00 � I � I 00 ��^ �� �23+00 \ �� 24+00 2 �
� �'i � � a � �-� i I _-- ' W
� - �
n
�-�1EALBROOK ..R � , W
' 18+00 19+00 20+OG J��; P� 21+00 23+ 0 �22+00-- 23+00 25+
' �� 20+00 21+00__ �� 20+60.00-- � � �
i ��PT :.pT �: ;,; PC '�,.. 5002.17 "' .�PT 24+0o W
..
, ,. .
...,.... ,:
..
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. ,. ..
, , : .: ,: : . : .... .. � : . �.: � ;: . 2�°+ ,.,,: -..
:,... .:
_
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�21+22.28-.
`.
- '�. . ��;
19+55.49 •-.: � -22+72 15: - �
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- _ _�
. ..19+05. 6 . = :,•. . • . :. , . :. .... .�-,---- . , - �- ;
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,. , , .. ,, . :. . , --�
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.
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5002.01 ' =- .- -` 5001.89 � . ' • • , 5001.14 .
5001.76 , ' -'�-� '--'
� .� � . .
PC PC PT pC ` -PC � ,. r
19+40.46 19+51.56�;; 21+26.20 PT, I 22+07.21 22+68.22�.•, �
21 +87.21
:.=.,. �_ 5001.99 PC 1.91 5002.00 I 50PT 21 ;° : I
.`,-: � , 5001.94 5002.00 „
PT PT' PC -22+61.05:
19+44.39 .%`� 21+33.37 PT P� 22+51.19
� �.::`�;="'7'r-;.,,; ; � . 21 +37.30 21 +43.23 22+57.12 5001.33 �
3-�.:,.,•., ./ � 5001.95 5001.44 . �
- 5001.96
°i; : ; ; ;':� �:.-. . 5001.40
/ 5001.97 I
�:
5001.91
- r'
- �t:•
s�=�s
�
1
<'.z ,
_ . > �
:'FJ- ,. . _�, . �/ �� ,.'`� i� � ,- �
19+00 20+00 21 +00
HIGH POINT ELEV = 5002.53
HIGH POINT STA = 20+33.92
PVI STA = 20+38.35
PVI ELEV = 5002.72
A.D. _ -1.73%
K = 52.01
22+00
23+00
8'
PARKING
cn�n
KEY MAP
N.T.S.
N
�
--.-. . .
- - � - • � - • �_______�
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN) THICKNESS(INi
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
scale
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
155 of 216
13+50 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 22+00 23+00
13+50 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 22+00 23+00
HORIZ: 1 "=50'
VERT: 1 "=5'
�
�
W
W
�
W
�
ROW (MIN.
6.5'
PKWY
�T�•�
PT PC
11' 5, 6� 36' ROADWAY 6� 5'
ATTATCHED yyALK BIKE 8' 8' BIKE WALK
GREEN (MIN.) (MIN.) PARKING �0' 10' PARKING
(MIN.� (MIN.) (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL W/ BIKE LANES W/
ATTACHED GREEN
ILT.B
� �.�m ro s�aco
24+00
6'
WALK
(MIN.)
8'
PARKING
� •)
36' ROADWAY
10' 10'
TRAVEL TRAVEL
6.0' PKWY
(MIN.)
6' 6'
8' BIKE WALK
PARKING (MIN.) (MIN.)
� �
1�
� �
� �
I
5015
5010
PC
25+78.37�
5001.64
PT
25+71.20
ROW (MIN.
� ','�
�
-;, �
�
_
�/
�
.
,
PC ,�,:` _ '
32+86.20 '
5003.30 '
\PT - �
32+90.16 : '
, 5003.38 '
.., � ,
.:�:PC "
33+12.77 � '
5003.84 '
�PT . .. � .,. �
33+16.69...��
5003.91 ' �`�''�^�C�
/�,: �p� PT
1�:z � �.a-����,1 d1
SEE SHEET 157
32+00
5015
- - - � � - - -
� - - - orn orn - - - �
� c+oo �o �
� N � N � �
5005 W N w N w INTERSECTION WITH w 5005
c� c� c� c� N TIMBERUNE RD
(� -0.509e m m w w 0.50% -0.54% N
W -0.809� - PROPOSED 0.55� -0.62% I -0.909� 0.53� w
� � -1.71� GRADE 1.51% -0.65% -1.259� 0.60� �.49� 0.50% -0.81� 0.60% w
0.55% p,81 %
\ �-0.809; 0.55% STA = 26+08.19 STA = 28 05 55 � STA �%30+80.79 �
-0.60� -0.509 0.50%
5000 STA = 24+23.21 _ STA = 25+67.28 ELEV = 5001.66 ELEV = 5001.62 ELEV = 5002.03 - - - -- 5000
- _ELEV = 5000.68 ELEV = 5001.47 � i _ _ _ _ _ _ _ _ _ _ _ - - -
STA = 22+89.92 STA = 23+86.63 STA = 25+82.30- -- -- STA = 25+93.16 STA = 28+34.55 _ STA = 31+05.52
ELEV = 5002.18
ELEV = 5001.14 ELEV = 5000.49 ELEV = 5001.70 ELEV = 5001.76 - -- --ELEV = 5001.46 STA = 28+99.48 STA = 31+20.39 STA = 31+78.59
STA = 22+74.90 STA = 23+61.63 STA = 28+49.57 ELEV = 5000.93 STA = 29+65.47 ELEV = 5002.40 ELEV = 5002.29
ELEV = 5001.40 ELEV = 5000.62 EXISTING ELEV = 5001.54 � ELEV = 5001.29 � ,
STA = 22+68.97 STA = 23+33.21 GRADE STA = 28+55.50 STA = 29+21.48 STA = 29+82.40 STA = 29+97.35 STA = 31+48.24 STA = 31+94.82
4995 ELEV = 5001.44 ELEV = 5000.79 ELEV = 5001.48 ELEV = 5000.93 ELEV = 5001.38 ELEV = 5001.30 ELEV = 5002.54 ELEV = 5002.39 4995
22+50 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00
5015 5015
- - - TEALBROOK DR - -
5010 HIGH POINT STAV 25� 25.4�6 5010
I PVI STA = 25+25.46-
- oPVI ELEV = 5002.68 � -
� A.D. _ -1.109� o �
� N K= H1.8Z ^ c�i I�
� N �0 90.00' VC N �o �
_ n
5005 w N w N w 2.34� 2.00� 0.5 5005
� � � � STA = 27+75.40 PROPOSED
-2.34% ELEV = 5001.75 1.00%
2 m m w w -2.00� GRADE 2
� I I - 1. 3 9 9� -2.349� STA = 31+20.24 N
2.34� � 8�% 0.60% ELEV = 5004.69 W
� 0.55% -0.559a -0.909� 0.53% N
STA = 26+54.93 STA = 27+29.00 STA = 28+63.44
5000 ELEV = 5001.97 ELEV = 5001.50 _ _ _ ELEV = 5002.51 _ _ _ _ _ - - - - - � _ - - - - - - - - - - - 5000
STA = 26+73.00 STA = 27+25.00- --- STA = 29+60.37
- - - - - - - -
- - - - - - - - - ELEV - 5001.81- - - - ELEV = 5001.41
- - - - - - - - - - - I STA = 27+21.00 EXISTING ELEV = 5003.10
STA = 26+95.00 ELEV = 5001.50 GRADE
ELEV = 5001 i 50 STA = 27+12.00
STA = 26+99.00 ELEV = 5001.68
4995 ELEV = 5001.41 STA = 27+03.00
ELEV = 5001.50 4995
22+50
5015
5010
�
�
�
5005 w
2
N
W -0.809�
w -1.71�
�
� -0.80� -0.609
5000 �
STA = 22+72.15 -
ELEV = 5001.14
STA = 22+57.12
ELEV = 5001.40
STA = 22+51.19
4995 ELEV = 5001.44
22+50 23+00
23+00
25+00
6.5' PKWY
(MIN.)
26+00
SEE SHEET 152
PC �a�da ��, PC , « <„ i �
5'
WALK 7' PKWY
(MIN.) � (Typ.)
PC i('�///�'=r' I /
29+82.40�PT '� PC
SEE SHEET 152
I
HIGH POINT S AV -27�0508 TEALBROOK DR - LFL
PVI STA = 27+05.08
PVI ELEV = 5002.20
A.D. _ -1.109�
K = 81.82
- 90.00' VC
27+00
HIGH POINT ELEV = 5002.07
HIGH POINT STA = 26+87.31
PVI STA = 26+87.31
PVI ELEV = 5002.20
A.D. _ -1.10%
K = 81.82
90.00' VC
28+00 29+00
TEALBROOK DR - LFL
NO�i cV�
+s +s
N � N �
fn L►J fN LJ
mm ww
PROPOSED 0.55% -0.629e I I
GRADE � 51%. -0.65%
0.55% i-0.5590
0% 0.50% 0.55�
STA = 25+49.50 STA = 25+90.41 STA = 27+91.77
STA = 24+05.44 ELEV = 5001.47 ELEV = 5001.66 ELEV = 5001.62
- - - _ELEV = 5000.68 i STA = 28+16.77
STA = 23+68.83 - - STA = 25+64.53- - - STA = 25+75.39 _ - - -ELEV = 5001.46
ELEV = 5000.49 ELEV = 5001.70 ELEV = 5001.76- ---
STA = 23+43.83 EL.EV = 2 5001.54�
ELEV = 5000.62 I
STA = 23+15.44 EXISTING STA = 28+37.73
ELEV = 5000.79 GRADE ELEV = 5001.48
24+00 25+00 26+00 27+00 28+00
CONNECTOR LOCAL 1 W/ ATTACHED GREEN
liT�B.
rROM id�ad00 7�0 �+��0
7' PKWY
�T�•)
7' PKWY
(MIN.)
47' ROADWAY
5� g' 6' 5'
WALK BIKE �
8 BIKE WALK
(MIN.) (MIN.) 19' �p. 10, PARKING (MIN.) (MIN.)
ANGLED �AVEL TRAVEL
PARKING
CONNECTOR LOCAL 1 W/ BIKE LANES
lLTB
rROM �Y00 TO 5�0000
74' (NOT ROW; - � - ��' ROW MIN
s.o'
PKWY
INTERSECTION WITH
N 11MBERLINE RD
0.
1.629�
� u.5s� �.a�-ro �
1.04% -1.479; 0.87%
STA = 30+63.02
ELEV = 5002.03 _ - - - - - -
STA = 28+81.71- -- -- STA = 30+87.75 STA = 31+03.13
ELEV = 5001.94 ELEV � 5002.18 ELEV = 5002.42
STA = 29+03.71 STA = 29+74.98 STA = 31+19.20
ELEV = 5001.94 ELEV = 5001.26 ELEV = 5002.55
STA = 29+47.69�STA = 29+53.62 STA = 29+68.65 STA = 31+34.19 STA = 31+�
ELEV = 5001.29 ELEV = 5001.32 ELEV = 5001.23 ELEV = 5002.46 ELEV = 50C
29+00 30+00 31 +00
I \
� -
PRC I P�T
31 +48.24 31 +52.00
5002.54 5002.51
PC
31 +74.64 �
�` - 5002.32 �
,PT
.,,r�31 +78.59
30+00
31 +00
5015
�L�7
5010
�
�
�
,�~,�, 5005
2
�
w
w
�
5000
�� 4995
32+00
N
KEY MAP
N.T.S.
�
..�'• � �
' ' � ' • � . . ���������
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
scale
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feet
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�
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DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
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v ;' � R QQ�4 �G���
:
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
156 of 216
� • :-�• �' �I���
`♦
� %_ _.�������.����/.���i,
HORIZ: 1 "=50'
VERT: 1 "=5'
ROW (MIN.)
5' 6'
WALK BIKE
� •
� _/ � `�� PC PT PT P� 42+75
PC -/ / PC �PT -� 39+94.09 40+64.88 p�
35+77.12 i 37+57.40 37+98.11 39+90.16 _ 5008.25 - 5008.61 40+72.05 5009
5005.40 PT `�--_� _ 5006.63 5006.87 5008.19 P�_ P� 5008.65 _45009.06
PRC PT 35+81.05 -- 37+50.22 P� 38+05.28 39+82.99 39+55.30-40+60.95- PT - _ PT
35+69.89 5005.42 37+94.18 5008.50 5008.59 40+75.97 _ ,
35+24.79 _- 5006.53 5006.85 5006.91 5008.08 ,__ - 5008.67 - 009.
5005 36
5 10
� _ -
-PT - - -
�-., r,
. .. � .,-�-.-r _
�g
PC -
5005.14 PT PC . PI
_. . .... ; .. .. .. _
.
..,, . .... : :. �.
� i _ -
PC=
"...
- --� -PT _
,,. - - =;.
- - - PI.,. - � .
0 - -
33+ 2.28 -
,z -�-
37+46.30 :
� 39+79.06
PRC' ': 38+09.21. � 40+77.83 :
r+
- - _. �. `42+60.83 .
r.
PC _ �
`�i: •. ,. `. . ,= `.-�- ` :
�.37+61.32 � � _ _ _
" 5005.78 i � 5006.47 ; 5006.93 � .� 5008.02 ' - 39+71.30 --�,� �• �
, . ...
_. . ... . ... ... ... . . . .. „
� 35+66.15 �: - 5008.59' 5008.69 _� 5009.12
35+21.06,.: ..::. � � I 5006.69
5005.08�:. 5005.34 3s+oo 37+0o t" o � f�
, x0 39+00 �� � 41+00 � 42+00
PT� ;�:. ' � 33+ /PT 35+00 ^�� 37+00 40+00 38+00
3 4�+ 9 8• 2 � ��_� � 3s.�o 3s+o2.33 3a+oo 3�+00 3s+oo FLINT HILL DR 40+00_ 39+00
5004.73 � 5005.36
���� •
PC /.'�� 35+00 -- 39+00 t:. ;,
34+94.34.."; � PC ` PT 3s+oo. . F„ PC� PT 'pT T38+oo` PC ,pT � _ PC
!.: i_ .: `:' .: 35+13.31-�' " �::=.:�.;'T: _ _ - _ �36+93.59 ��.. _ -;�39+04.33 _ +
5004.67 : 32+66.11 < •. . . . . . . - - - - ' ' ` 39+26.24
O ; 36+78.57 " , 37+41.48. •
� .. ..: V,.' : :. � , .. i , , ;.• •'
l///�� � � " 5005.42 5006.69 � - - 5007.98 ' ' `5008.25
/.�'� '� O .. . ;..- �: _= _ �+ ,., ., - 5008.74�'-:;
_ - -t
.� .� 5005.50 , 5006.47"'' , 5006.93 ' ,,� ,...,
PC � ' -' '�_ PT PC• PC -� I � ' PT � PC I PT
� Q` 34+60.35 ��'` 35+09.39 36+82.49 37+26.45". 37+37.55 � 39+08.26 � 1 39+25.29 40+01.32
33+74.07 v� 5004.95 ,.�.% 5005.40 5006.53 5006.85. 5006.91 5008.04 5008.24 5008.74
+ PT 04.06 �P oo� �/ PCC .,.. PC PT P� PT ,,,,: � \ �. �-e.,, ,PC
PT 33+78.01 �_^i" /: ��' PCC 34+98.00 36+89.66 37+30.38 39+15.43 39+19.36 40+07.25-
33+51.41 �' f:� 34+75.66 5005.34 5006.63 5006.87 5008.15 5008.21 5008.77
= `' 5004.03 P� ° � � 5005.19 '
5004.20 � ', �, 34+00 33+07.15 ,y� PC
� 5004.22 �34+71.34 PT
PC •;. 34+64.28
33+47.48 PT �� 5005.12 5005.01 �
5004.22 33+11.06 �
/ ' '� 5004.20
r'.`� ,,
'�.: PT
` � 33+22.19
: � � '� 5004.15
0
�pT;. � o, PC - -
� ,y�."' oo, :33+18.27\
69, '� x..� ,:;5004.17
SEE SHEET 156
5010
SEE SHEET 163
7' PKWY
�T�•)
47' ROADWAY
(MIN.) (MIN.) ANGLED 10� �p� PARKING (MIN.) (MIN.)
PARKING TRAVEL TRAVEL
CONNECTOR LOCAL 1 W/ BIKE LANE3
lLLb
�or� swaoo ro as.0000
72' ROW
7' PKWY
TYP.
i )
r
W
W
�
�
5010
.
ROADWAY
7' PKWY
(MIN.)
6' S'
8' BIKE WALK
7' PKWY
(MIN.)
5' 6' 6' 5'
WALK WALK 8� 8' BIKE WALK
(MIN.) (MIN.) PARKING �p, ��, PARKING (MIN.) (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL 2 W/ BIKE LANES
lLT�
PAOM 88�0000 7�0 �O�OQ00
FLI N T H I LL D R- LFL
1.47%
1.28� 0.78% 0.55%
0.50%
PROPOSED 1.2890 �•78% 0.55%
ca GRADE 0.50% STA = 38+47.06
5005 � ELEV = 5007.2s 5005
� 1 •52� STA = 36+17.78
� STA = 37+46.30 STA = 38+22.06
W _p g� % I 2 p0% 1.00% -0.619 0.55% ELEV = i 5005.76 ELEV = 5006.47 ELEV = 5007.09
0.60% �,00%
w STA = 35+24.79 STA = 35+92.78 �
STA = 33+78.01 I - STA = 38+09.21
N ELEV = 5004.03 ELEV =i 5005.14 ELEV = 5005.57 STA = 37+61.32 ELEV = 5006.93
W _ _ � STA = 34+94.34 STA = 35+81.05 ELEV = 5006.69 - -
STA = 33+47.48 ELEV = 5004.67
5000 � - - STA = 32+86.20 ' ELEV = 5004.22- - - - - - - - _ _ _ _ �_ ELEV = 5005.42i 5000
ELEV = 5003.30 STA = 33+16.69 - - - - - � �
STA = 31+94.82 _ ELEV = 5003.91 _ \
EILEV = 5002.39 - _ - = EXISTING \ - - - - - - � /� - - - -
STA = 31+78.59 - - _ GRADE �/
4995 ELEV = 5002.2s - - - - - - 4995
31 +50 32+00
5015
1
34+00
35+00
5015
FLINT HILL DR
5010 � .28�; o.7s�
0.55% 5010
PROPOSED �'789'
GRADE �.28� �•�S� 0.55% � STA = 38+34.74
�'78%° STA = 37+58.60 ELEV = 5009.53
1.28� �•78� 0.55% STA = 35+72.60 ELEV = 5008.80 STA = 38+09.74 -
0.789� -
ELEV = 5007.78 � ELEV = 5009.33
5005 � 0.55� STA = 33+49.09 STA = 34+97.60 i STA = 37+83.60
ELEV = 5006.25 ELEV = 5007.07 STA = 35+47.60 ELEV = 5009.00 � 5005
� STA = 32+74.09 STA = 35+22.60 ELEV = 5007.58 �
ELEV = 5005.54 STA = 33+24.09 ELEV = 5007.26 ��
w i ELEV = 5006.05 _ i w
w STA = 32+99.09 _ _ �
= ELEV = 5005J3 - - - � � 2
(n - - � � (n
5000 w ---- ---- --- ---- � W 5000
N -- ---- -----�� � - - �
� ��
- - � ---- -- ----- � - -
-----� �----- -- -
- - EXISTING � / - -
GRADE
4995 4995
4990 4990
31 +50 32+00
5010
co
5005 �
H
w
w
2
�
w
�J��� �
33+00
33+00
1.87%
1.00%
`STA = 31 +58.91
ELEV = 5002.61_ - - - - - _
---- �
STA = 32+61.36
ELEVi = 5003.63
- STA = 32+76.37
= ELEV = 5003.91 =
4995 � �
31+50 32+00
33+00
34+00
PROPOSED
GRADE
�
- � 0.7
0.71
1.53%�
�STA = 33+47.19
ELEV = 5004.33
STA = 34+60.35
STA = 33+22.19 ELEV = 5004.95
- - ELEV = 5004.15 - - - i
STA = 34+75.66=
STA = 33+07.15 ELEV = 5005.19
ELEV = 5004.22 �
STA = 34+79.25
ELEV = 5005.21
34+00
35+00
36+00
36+00
37+00
37+00
42+00
'T _4i+oo�� �- PC
•0+22.28: � .- +�.�...:-;. �� .:` , __�` 41+93.13�. �.
�008.85 � 5009.12=
PC PT
40+18.35 41 +97.06
5008.83 5009.10
PT� PC
-40+11.18 42+04.23
5008.79 _ 5009.06 � n� no
38+00
38+00
39+00 39+50
39+00 39+50
FLI N T H I LL D R- R FL o.55� o.as�-
� 1.28� 0.78� 1.519� �
1.28�� n 78% 1.479e 0.55%
35+00
' 0.50% STA = 39+04.33
0.55� STA = 37+79.33 ELEV = 5007.98
� ELEV = 5007.29
STA = 36+78.57
STA = 35+50.05 -ELEV = 5006.47 STA = 37+54.33 STA = 39+19.36
ELEV = 5005.76 � ELEV = 5007.09 ELEV = 5008.21
STA = 35+25.05 STA = 36+93.59 _ � STA = 39+25.29
ELEV = 5005.57 ELEV = 5006.69 STA = 37+41.48 ELEV = 5008.24
� ELEV = 5006.93
�STA = 35+13.31
ELEV = 5005.42
STA = 34+91.68 - - - �
ELEV = 5005.31 � � � � �
- - � � � - - - - - - - - - _ � �
_ _ - EXISTING� \�
GRADE � 4995
39+50
36+00
37+00
38+00
39+00
5010
�
� 5005
H
w
w
2
N
w
N �J��O
N
;��,,,;���= �-
:'�• �'
II �� �� �I
!,� �I O�` O� ``II���I 1
► `�j� � �� ������ ;�
�` � I � � ��, �
,� i i� ���� �
,� I ��% ����``�����``�
,,�� �1��`, �O���p� ���` ������``
O� ��� �� �� ��
♦
♦
� �
\ ♦
�
.Q _�% Q� I
KEY MAP
N.T.S.
�
--.-. . .
- - � - • � - • �_______�
.��������■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
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Z v
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w
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w
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�
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DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
o�Q�•� E �� � �.
v ;' � R QQ�4 �G���
:
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
157 of 216
^
�
W
W
�
�
, �
� ` \ �
PT p� \ , \
PC 42+75.86 42+81 J1
42+71.93 5009.04 5009.01 42+85.64 \ \
_ _ 5009.06 5008.91 \
- PT
-42+64.76 \ PC � � �
- 5009.10 �� 42+92.81
,��- - P�= 5008.74 _ I
� ,. '-: =;�.-= EP
'.:, ^�_�_ _ :..... 42+60.83; . . . . � : .. `\ 42+96.74 �,
_ 5009.12
42+00 �5008.65 ��
, ,:_ �
5015
� END (.�F RGADW,4Y Ih�PROVEMENTS
FLINT HILL DR �TH P�-IASE D. THE �REST OF i HE
' j ,Ep � � ��� ROADWAY DESIGN AN�IMF�OVE�AENTS
42+2s.o4� SH�WN FOR REFEREN ON;_Y.
, � 'S008.65 � ` ` ` `� � I
PC
42+25.11 �
PT 08.74 `
\
42+17.94 j
PC 5008.91
42+14.02
5009.01 e
\
� \ � � \
0
\ �
\ \
� \ \
\ � �\
� \ - _
�
43+00
5020
A�K = 4190� FLINT HILL DR
90.00' VC EXISTING
- GRADE
�
M� ^ - ---_
5015 0°'• "' ----- - ------ -
rno �� / �_--- ---- 5015
+o '
M� M1p � � �
o �
�W
�
UU �/
m m -
WW - - - - - -
5010 � � � � / 5010
�
� � 0.55�
� -1.609,' �
w �
w - � - - -
_
w � � � / STA = 41+53.46 GRODOSED
5005 � _ _ � ELEV = 5006.8s ^ 5005
�
__- - �n
�� - - - - - n � -
� � - - � �' -
- END OF IMPROVEMENTS - `� ii
5000 STA; 39+98.17 a� 5000
fn W
4995 - - - - - - - - - - - - - - - 4995
39+00
5015
5010 � r� •5� %
n
�
H
w
5005 =
w
w
N
5000
40+00 41 +00 42+00
FLINT HILL DR - RFL
PROPOSED -��82% -�'2�9`
GRADE� -0•269e� � r �-0.50%
55� � 0.78� 0.
0.86%� 0.50%
I �STA = 40+47.28
ELEV = 5009.04
STA = 39+70.25 STA = 40+22.28
ELEV = I 5008.59 ELEV = 5008.85
STA = 39+68.23 STA = 41 +14.90
ELEV = 5008.57 ELEV = 5009.41
STA = 39+55.30 STA = 41 +38.04
ELEV = 5008.50 ELEV = 5009.48 �"
STA = 39+25.29 STA = 41 +59.90 J
ELEV = 5008.24 - - - - ELEV = 5009.42
STA = 39+19.36 STA = 41+84.90
�ELEV = 5008.21 EXISTING ELEV = 5009.22�
STA = 39+04.33 GRADE STA = 41+93.13
ELEV = 5007.98 I ELEV = 5009.12
4995 ��
39+00
40+00
41 +00
i
/ .
STA = 42+08.16
ELEV = 5009.04I
STA = 42+14.(
ELEV = 5009.
42+00
4 +00 44+00
\
1
\
\
\
�
� �
o �
vi °D
N �
+ �
N �
�
n °
¢
>
t~i� w
\
� � - -
� �
�
5015
44+00
5015
5010
5005
5000
43+00
4995
44+00
- I
45+00
a
W
- �
46+00 46+53
7' PKWY
72' ROW (MIN.
7' PKWY
(MIN.)
`' " '' 36' ROADWAY
5' 6' 6' 5'
WALK WALK 8' 8' BIKE WALK
(MIN.) (MIN.) PARKING 10' 10' PARKING (MIN.) (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL 2 W/ BIKE LANE3
IiTB
Fl101A �0000 TO �W0000
45+00
46+00
47+00
FLINT HILL DR
KEY MAP
N.T.S.
N
�
--.-. . .
- - � - • � - . =_______=
---------■
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95% MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(IN� THICKNESS(IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95� PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
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DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
158 of 216
39+00 40+00 41 +00 42+00 43+00 44+00
HIGH POINT ELEV = 5009.97
HIGH POINT STA = 39+25.51
PVI STA = 39+47.37
5020 PVI ELEV = 5010.15
SEE SHEET SEE SHEET 165 SEE SHEET � SEE SHEET 148
� 150 � PT ' :� : � � i �� �_ � i PT .
.. >....
I ` � .».
` ,!t: � ' �C--10+53.84 + ' � . . �14+81.59
l 10+49.91 �: �� `� ..: :�.� i� ,: p'.: �.';-`. 14+77 66
� e .
/�"L, 5002.92 5002.82 I.-- .. � 5I 01.84
BP pT 'f �:. �. .;;..;:: � � �,. L � 5001.85 PC .�
PC � .�'�, ,: :.,......; �_ - � .'.:!�.'::.� � ,;:.. � PT � - ,14+87.52 PT'.`. _
10+00.00 10+43.98� PT= � P� 14+70.49 -� �5001.81 16+31.48:`
5002 98~; . 5002.98 10+61.01 �,+-:: ;`" tI � 12+13.72 PC PT 13+14.78 �'. `� � PT
5002.65 13+07.61 . , � 5001.89 5001.81 ?'
�.� � , '. " : � , 0 �. � '.1 � 5001.23 12+20.89- 5000.90 ' ' � _ 15+31.50 �
O. PT ,., ._-: 5000.86 �. .���".:� � � �.�
� - � - ` PC 5001.18 I PT pC 5001�81
,.. : .
i 1..� ' :
;� BP,`: ' 10+64.94 /�:�: _., : / �- ':� __�1;..
tD 10+00.00, - < o � _ �:T�.: ;�� : < .12+09.79 =r`PT _ PC, �: -13+18.70 . -. ; � •. .14+66.56T; ; .. ,.. .. PC
� � ��`, .. ' :: .s.{5002.56 ' -'� v ; \,� � .. _.
5003.09 ,• . 5001.26 12+24.82 13+03.68 .: �. 5000.92 :. � = �• 5001.91 : - : �i� � 15+87.50 � �R� �
I- �! .� -� �� - � �+oo � 2+00 �' 5001.15 5000.84 � i 4+00 .' 0 5001.81 / ����
VJ � � ��1 13+00 13+00 i' 15k0
1,
�-- - - � �� � -�-�MOUNTAIN WILLOW WY f
� - ____ I 00 _ 11+�0 � 12+G0' E13+00 \ 14+00 /��_1 +00
� j .�-L�.--:_::__- �
�11+00 12+00 � PT PC � � - �SX
,.-" - � � � � .. .; . �. ,y.. o-
W �� `,�`°, . PT � .`-,�;•:._` p� , 12+24.82,13+03.68,.: PT � - � �i4+oo PC;. ', ,��..
� �. _, �,'.
��. I: a r . . ,10+64.94 • 12+09.79 ` = . � � 5001.15 � 5000.84 � ' ' ,=13+18.70 ` �� ` ` 14+66.56 : _ ` • - �
- W.- � 5002.49 �`•��" 5001.26 PC PT 5000.92 --- f�I. 5001.65
� '�:� + '���.�,:�:- -
I� � P� �',' :� � PT 12+20.89 13+07.61 PC �`; ,:�.� = j. � PT :�
I ��� 10+61.01 f`°' ' 12+13.72 5001.18 5000.86 13+14.78 ", 14+70.49._ PT
:�� � I �- �;,, � _�5002.55 -� :�,� .. • .. I _ 5001.23-_� I -- _5000.90 I '� ' � �� 5001.63 f
PT . - - :,f � 15+31.50
:� � BP ' 10+53.84 �. �. .: . �' � I - PC 5001.28 \
� � � .'i 14+77.66 ' '`PC '
�,� 10+00.00 � � . � �` �
:.-- . : �. . 5002.66 -- r'; ; : ,� .::` � � . . 5001.59 PT � 14+87.52
5002.56 / �' " =---- - � - _- +- ' � � I � -- 15+�
PC .;:•; - - 14+81.59---- =''5001.54 /
f, .. �� � i � �=� :. . . I � � � I 1 : •. �� I 5001.57 ;.� I 50(
10+49.91 •, � 1
' ` .' PT 5002.72 � .F.,", � u � � , I � , ' ;
I 10+43.98 � � : 'r :; :, `. ' � ... . : �:.
� 5002.78 � .'" . � - --- �� I �: � , :�� �;� I I
- �- I.:.1 � I I t� � �
{' _'..: , : . �. I I
'�� _
SEE SHEET SEE SHEET 166 SEE SHEET 165
150
5010
5005
-(
-0.�
5000
4995
4990 j
9+50
HIGH POINT ELEV = 5002.04
HIGH POINT STA = 14+30.54
PVI STA = 14+06.74
PVI ELEV = 5002.21
A.D. _ -2.12%
- K = 42.39
PC
16+37.41
5001.78
� �` 1 m
/ W
W
�
�
5010
MOUNTAIN WILLOW WY - LFL so.00' vc �
�
�ao �rn -
- - �� +o =
+o - �o -
- - � o _ r �n - -0.50� 5005
in w 2.24% -8.33%
-1.00% -2•39 00% I GROP�OSED � m w w 8.33�
-2.24%
� � 0.50� �
-0.609; � -1.289� 1.51 � I
-0.999; -0.75% -0.50% 1.11� �•62� -0.509e 0.00% c�p
�
STA = 11+17.87 0.50% STA = 13+52.70 ELEV =145001 8�
ELEV = 5002.21 w 5000
STA = 10+72.87 STA = 12+09.79 ELEV = 5001.33 STA = 15+30.55 _. _
ELEV = 5002.48 ELEV = 5001.26 STA = 13+43.70 ELEV = 5001.81 =
� _-__ � ELEV = 5001.20 STA = 15+31.50 N
- oo _ STA = 10+64.94 - - � w
� STA = 11+96.94 ELEV = 5001.81
= o �i -- ELEV = 5002.56 ELEV = 5001.43 STA = 13+18J0 EXISTWG � �w
o � � - ELEV = 5000.92 - �GRADE STA = 15+33.50
� o STA = 10+49.91 � �
o'� ELEV = 5002.92 � -STA = 12+82.28 ELEV = 5001.98 _
'- I ELEV - 5000.74- - _ � � � STA = 15+59.50 4995
II -�� STA = 10+43.98 ELEV = 5002.56
a w ELEV = 5002.98 STA = 12+74.82 STA = 15+85.50
� � ELEV = 5000.77
- � W STA = 10+00.95 - - _ ELEV = 5001.98
- ELEV = 5002.98 STA = 15+87.50
10+00
11 +00
5010 �
5005 _
-:
5000
4995
4990 �
9+50
5010
5005
oHIGH POINT ELEV = 5002.98
�HIGH POINT STA = 10+51.16rn
r' c�i PVI STA = 10+64.00 � t°
0 o PVI ELEV = 5003.14 + o
� � A.D. _ -1.549� �
��
K = 58.47
90.00' VC U U
�0° ww
� �n.55% I
- - ELEV = 5001.81
STA = 15+88.45
ELEV = 5001.81 4990
12+00 13+00 14+00 15+00 16+00
_ MOUNTAIN WILLOW WY
HIGH POINT ELEV = 5002.49
HIGH POINT STA = 14+04.39
LOW POINT ELEV = 5001.27 I PVI STA = 13+99.07 �
LOW POINT STA = 12+70.53 i. PVI ELEV = 5002.81 n
^ PVI STA = 12+88.07 o N� o A.D. _-2.90� �``� _
- � o PVI ELEV = 5001.01 ao co � N K= 31.00 � �i -
°0 � A.D. = 2.40% + o M o 90.00' VC � o -
N� K= 4�.6� M� .-� ��
� 100.00' VC � i;,�
f�W-UU UU
U U » m m W W O.00%
-0.78! m m W�W I -1.28� � 2.00% -2.009�
-0.78%
-1.28�� I 1.62� -0.009�
PROPOSED STA = 14+64.07
STA = 12+13.07 GRADE ELEV = 5001.98
ELEV = 5001.59 STA = 14+94.00
ELEV = 5001.74
EXISTING STA = 15+00.00 -
GRADE ELEV = 5001.74
- - _ - STA = 15+26.00 0 �
STA = 11 +88.07 � � � _ _ � - ELEV = 5002.26 _ _ oo �
o---
ELEV = 5001.91 - - � STA � = 15+52.00 � �
ELEV = 5001.74 .-
II II
H J
fA W
LBEGINNING OF PHASE D IMPROVEMENTS
STA; 10+30.00
o� ---- ---'- i� �
o r� _ � �
o �
o�
� STA = 10+14.00
�� II ELEVI = 5002.86
� � STA = 10+11.00
cn w ELEV = 5002.79
STA = 10+08.00
ELEV = 5002.86
10+00
12+00
14+00
HIGH POINT ELEV = 5002.00
HIGH POINT STA = 14+19.02
PVI STA = 14+13.70
PVI ELEV = 5002.32
A.D. _ -2.90%
K = 31.00
MOUNTAIN WILLOW WY - RFL j�
0
- - �. �,
��
- - +s
��
fN W
-1.00� -�•50� PROPOSED mm
0 50% GRADE �
0
��
�^
+o
��
iii G.i
ww
I
15+00
I 2.
0.50% � , 8.33
-0.549e i -1.28% I -1.009
- -0 999' -0 50%' � � �� 1.51 % �1.62%
� ° -�.28� . o � . o
STA = 11+17.87 -0.759; 0.50%
5000 ELEV = 5002.21
STA = 10+64.94 STA = 11+96.94
ELEV = 5002.49 ELEV = 5001.43
- <o� _ STA = 10+49.91 \ � � - "�
_ o N ELEV = 5002.72 � STA = 12+09.79 _
_ o0 0 � ELEV = 5001.26� _
o STA = 10+43.98 I� STA = 12+82.28
4995 0'� ELEV = 5002.78 STA = 12+74.82 ELEV = 5000.74 �
ELEV = 5000.77
II STA = 13+43.70
II STA = 10+00.95 STA = 13+18.70 ELEV = 5001.20
- � J ELEV = 5002.56 - ELEV = 5000.92 �
- � W - STA = 13+52.70
_ _ ELEV = 5001.33
4990 � � { � � � � �
9+50 10+00 11 +00 12+00 13+00
11 +00
13+00
-0.589
STA = 14+66.56
ELEV = 5001.65
STA = 14+87.52
ELEV = 5001.54
- STA = 15+30.55
- ELEV = 5001.29
I
_ - STA = 15+31.50
- - - ELEV =I 5001.28
STA = 15+33.50
EXISTING ELEV = 5001.45
GRADE I
STA = 15+59.50
ELEV = 5001.97
14+00 15+00
5010
� 5005
�
w
w
_
N
;� 5000
4995
� 4990
16+00
I �
-8.
�2.
5010
5005
0
�
�
w 5000
/ w
w
�
- - - - - 4995
STA = 15+85.50
ELEV = 5001.45
STA = 15+87.50
ELEV = 5001.28
STA = 15+88.45 4990
ELEV = 5001.29
16+00
ROW
7' PKWY
�T�•)
7' PKWY
(MIN.)
36' ROADWAY
5' S'
WALK 8� 8' WALK
(MIN.) PARKING 10, ��, PARKING (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL
Kra
N
MOUNTAIN WILLOW WY
KEY MAP
N.T.S.
�
••�'• � •
. . � . � � . . ���������
.��������'
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. F I N A L P A V E M E N T D E S I G N W I L L N E E D T O B E S U B M I T T E D
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. A G G R E G A T E B A S E C O U R S E S H A L L B E P L A C E D I N L I F T S
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
�
� �
Z v
O Q
>
w
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
P�� ��c
o��•��E �� � �.
v ;' � R QQ�4 �G���
:
Q���O� G��S � �� �
�o,� F �: ��,
.
•....•• G
S��NAL E�
�
Z W
O J
_ �
� O
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0 0 �
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� �
� � Z
a = J
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
159 of 216
SEE SHEET 147
�
�
r
�
W
W
�
W
V7
SEE SHEET 147
r�
9'.�
7
SEE SHEET 164
SEE SHEET 145
/ r. / �
�/ I,� /
�
.'/ / �
�'� • �
�' /
� /
/
�
/
HIGH POINT STA = 17�6210 M OU N TAI N WI LLOW WY - LFL
PVI STA = 17+54.29
PVI ELEV = 5002.38
A.D. _ -1.33%
K = 67.70
5010 so.00' vc 5010
N
p��j O Cj eM- -
- +o = +o = - -
�� ��
5005
UU UU 5 05
PROPOSED
-8.3390 m m w w GRADE
2.24% i -0.50� �
� i 0.50% -1.27� -
� -0.00� 0.78% -1.21 %
H
-0.559b -0.73%
w STA = 16+52.44 5000
5000 = ELEV = 5001.59 -0.509
� STA = 20+74.36
STA = 16+37.41 ELEV = 5000.62
w ELEV = 5001.78 I
° STA = 16+31.48 - - - EXISTING STA = 21+01.41
N � - ELEV = 5000.42
�i ELEV = 5001.81 GRADE i --
� o � STA = 21 +10.52 -
+ ,n- - - - -STA = 15+88.45 - -
4995 � ELEV = 5001.81-- ---- --__- __-- ---- ----- ---- ��--_ ELEV = 5000.31--- STA = 21+96.88 4995
II �� STA = 15+87.50 ELEV = 4999.88
� � ELEV = 5001.81
N w STA = 15+85.50
ELEV = 5001.98
4990 4990
15+50 16+00
5015
17+00
18+00
19+00
20+00
21 +00
5015
MOUNTAIN WILLOW WY
HIGH POINT ELEV = 5002.72
5010 HIGH POINT STA = 17+09.74 5010
�-PVI STA = 17+01.93 i
� N PVI ELEV = 5002.87 � N
� �n A.D. _ -1.33% � co
�n c�i K = 67.70 N
� � 90.00' VC � �
5005 �' `'�' `� W
� > > � � PROPOSED 5005
�- -o.00� �m�m W�W
� GRADE
w
w 0.7s� -oas�
_ -0.559e -0.78%
� -1.28yd 1.99%
W
5000 N STA = 15+58.00 STA = 20+22.38 5000
ELEV = 5001.74 ELEV = 5001.11
STA = 15+52.00 STA = 20+95.94
ELEV = 5001.74 GR�ADE G STA = 20+47.38 ELEV = 5000.29 ,_
ELEV = 5000.91 _ -
i -�
4995 - ---------- ---- -------- - ---- ---------- -----` STA = 21+21.77 � N 4995
ELEV = 5000.09 0 0
M
+ �
N
n n
- - - >
4990 � W 4990
5010
15+50
16+00 17+00 18+00
HIGH POINT ELEV = 5002.23
HIGH POINT STA = 17+62.10
PVI STA = 17+54.30
PVI ELEV = 5002.38
A.D. _ -1.33�
K = 67.70
„ ,,,,. . ,,.
19+00
20+00
21 +00
22+00
22+00
5010
��.,,� ,,.,
0 o MOUNTAIN WILLOW WY - RFL
- M M M M -
� � � �
- O (�j - � nj -
+ O + O
.-^-1� ��
5005 , U U U U 5005
I 0.%8%
-8.339e mm ww
2.00% -0.50% I � PROPOSED
� 1.00% 0.82% 0.781 GRADE -1.37% -0.50%
� OJ3% -0.559
-0.83� -0.62%
5000 W STA = 16+77.44 '
ELEV = 5001.78_ STA = 20+74.36 -0•61� 5000
= STA = 16+52.44 ELEV = 5000.62
�
W ELEV = 5001.58 STA = 20+98.08
w STA = 16+37.41 EXISTING '
N,� rn ELEV = 5001.65 GRADE ELEV = 5000.42 - �
�r�i I �
�- -o _ STA = 16+31.48 _ � I STA = 21+09.41
4995 + � - - -- ELEV = 5001.so---- ---- - - ---- - ---- ----ELEV = 5000.27 4995
� - - -
� II STA = 15+88.45 STA = 21+24.49 _
II ELEV = 5001.29 - - ELEV = 5000.19
� � STA = 15+87.50 STA = 21+34.61
� W ELEV = 5001.28 ELEV = 5000.13
STA = 15+85.50 STA = 21 +83.89
4990 ELEV = 5001.45 ELEV = 4999.83 4990
15+50 16+00 17+00 18+00 19+00 20+00 21 +00 22+00
ROW (MIN.)
7' PKWY
�T�•)
7' PKWY
(MIN.)
36' ROADWAY
5' S�
Wq� 8' 8' WALK
(MIN.) PARKING ��, 10, PARKING (MIN.)
TRAVEL TRAVEL
CONNECTOR LOCAL
IQ.a
N
MOUNTAIN WILLOW WY
KEY MAP
N.T.S.
�
••�'• � •
. . � . � � . . ���������
.��������'
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
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DESIGNED
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FILENAME
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
160 of 216
SEE SHEET 147 SEE SHEET 164 SEE SHEET 145
�
SEE SHEET 163 SEE SHEET 172 ���`� �
I� � ` :. ��i�� \ � �� PT � � � 1
T PC PT PC 17+15.03 EP- I \
PC � ; - ; PT �P� \ � 18+13.64 �
1.3+55. � 1+41.35 14+45,27 \ 17+01.31: 5004.17
I . . `.', . - . `\
13+57.72 � ;5001. 0 5005.46 5005.48 16+94.14 5004.49 ., � \, � �� �+22•2��T � 5002.00� \
- 5004.94 �' - � - - _ .:� � 5004.57 � � 5003.94 � /+ c }14
' PRC I PT PC I `..; � � � �., 1 � �F � � � � 1 , �a+ \
,:,... ,. `:',,: . . . ; , ... . .; . . PT .. . I. I PC � . EP
: .13+61. 4 14+35.42 14+52.44 � :.,.�= :; �. PT •• �
5� - , '13+50.75 . � .16+90.24' : � 6� 17+26.12 � ' �
5005.00 I � 5005.43 5005.52 � �-f � PC 16+30.20 � �+Z.
..�...
� . .� � l 5004.84 PT- . f � � PC � • = ; � 5004.62 � 5003.81 , � \
PC PT � � •- 15+92.94 5006.04 3 ' ��X _ +op� � �� '1 � ��
PCC 13+6 .90�14 34.47�. ..;. - �14+56.37 ;, .: �, . :, - . � 5006.37...,: .: . �_ . o , ��� �\\ � \ \ \
� '� 13+46.59 . ,. ; .::. 5 5.43� ' ` . : .. IEP �
( 12+52.59 �, - j t , �- � , � '' � �
5005 1 5005.54 15+95.20 \ �
�� � � � PT 5004.14 5004.77' -� { ��� - i 16+71.73
� 12+45.79 PCC �: �•:' y ��� 15�� P� �s+oo 5000.15 1 PC �� \� 5003.81 � \
5004.10 12+56.80� :� � � , 15�4.20 s+oo ' 17+11.10
PRC 5004.16 y' �' � oo ��'`' _ MIDDLE FARM WY 15+0o q.sss.82 �g+00. ::.�. �'.. { � `
�/ 12+41.92 �. o�� oo - , - - ' � � �
5004.09 , , ��x ��'` ,:k i 4 _ p .- . . • PT � 5 �
\\ - - -- - -
+00
. . xoo �. , � • 50061.84
\ � . �'' . .
_ ,. .
:
_ . .::
. � . . .. .. : . �:
. . ..; . ,
PRc RAISED CROSSWALK ' , , : . ,,: .. .:... ..; , ..
. . .. .
, ...
,. . .• . ., .. ..- : • .,. : • P
, �. PT
, !; �PI �-�' - . 15+3712' 04 17+05.24
� i 4+os.4o I r��-' i
PC ..,' 12+32.03 .: PC�„ .: i � , � : ,.: � ' 5006.37 5004.45
\�2+2s.16: 5004.04 SEE SHEET 216 i+ss.so" � 5005.2s �� � u ; 1::\
� 5003.ss- Y l =j'' 5005.2� i PT \ � �. '-'�`' I RAISED CROSSWALK � �,
`•,. ,
-' pT , y '> � pT -14+01.40 � �° `�r :.;� � SEE SHEET 216
' 12+21.37 � 13+48J2 i 5005.26 � ' I�,' I \
\5003.91 l' � 5005.05 � aI �� \ �
,,... � oo �� o; �, � ! � � ,':�I�; � II �. .�\ : �\
PCC/� . ti ° •
" x � �" \ � SEE SHEET 172
12+17.16 . �: �; �N �. .
/ 5003.85 �� I ;✓ ��
/ �� �' "':.
� � P� 71
� \ 11+�J6 50,
- � , r4998 0 /
� / PC� '! ;, _
/ 11 +14.42 i ,,,-.�;�
/ 5003.32: : �� : PC � �
I PT �;' ' 11+11.53
5003.32 � ` .::
1 10+63.99: , o
t��'�! 5002.89 'o + � �
lo o;`
I p� + +
10+60.06
� PC- 5002.87_ . PT
� 10+48.96 1": ` 10+52.89 ,,. 7
5002.8 PT - � �:: b002.84 �� .! .; �
..; ..
�. - �.; } �;•PT �
'-10+43.03: �+' '
� 10+43.03 3 ;�, ` . . BP `� _
5002.79 BP � 3� 5002.98 10+00.00
10+00.00 , O 5002.98
r- ,� ... � \ T
.:.,, >� ; . , ,:
5002.56 ` � � '� �
H � ' _ .� � �: i -I, ` ' ;.��,`:..,
� W
� ..:. - �.:
: .: .: ..
W-.._. _._._.� ---=Zi o ' W
�`O _ ,o+oo _ �--
�� i o� o+ � �
W � _�_:�10+C► . 0 Tp� ;,�.. � � � W1�J �
� ��:� 49fi7.7 � � : ��� l 't V7
- - I .:.r1 f�.���.:
.;f�. �
� :; �� � �� I � I--
SEE SHEET 159
5010
5005
0.53%
5000 I
STA = 10+00.00
ELEV = 5002.56 �
STA = 10+43.03
ELEV = 5002.79
�
STA = 10+63.99J
4995 ELEV = 5002.ss
9+50 10+00
5015 � �
5010
5005 -2.42% 2.4�
-2.84%
5000
4995
4990 �
9+50
5010
5005
5000
4995 �
9+50
� o�
- � ri
0 0
_ o
o �
n- n-
>
� �
_ v� w
10+00
11 +00
12+00
1
0.50� 0.60%
-0.00�
STA = 11+94.35
STA = 11 +05.07 ELEV = 5003.82
ELEV = 5003.29 STA = 12+17.23
STA = 11+11.53 ELEV = 5004.02
ELEV = 5003.32 � �
� " � ! STA = 12+40.11
_ _ � STA = 10+43.03 - - - - _. �' - _ ELEV = 5004.34
ELEV = 5002.98
STA = 10+00.00 -
ELEV = 5002.98
10+00 11 +00 12+00
�
MOUNTAIN WILLOW WY/MIDDLE FARM WY - LFL
��� HARWOOD l-N
-0.33%
- - -,.,6�
- 1.49� 1.28�_0.789� 0.28� -2.02% -2.55%
- - 0.53%
PROPOSED 0.50� p,77y, 0.55% -2.65% -1.10�
GRADE �'23% �'18% � 0.50% STA = 15+74.50 -2.66�
� 729; 0.51� , ELEV = 5006.34 -3.21%
� 0.55� 0.51 % O 72% STA = 13+89.60 '
ELEV = 5005.21 STA = 15+89.92
STA = 13+64.90 ELEV = 5006.38
STA = 11+14.42 EXISTING STA = 16+05.20
ELEV = 5003.32 GRADE _ ELEV = 5005.01 STA = 17+26.12
I �, - STA = 13+61.54 ELEV = 5006.33 ELEV = 5003.81
STA = 11+01.85 � ELEV = 5005.00 � - _ STA = 16+30.20 _ - - - STA = 17+11.10
ELEV = 5003.25 � � _ - - - - - - ELEV = 5006.04 ELEV = 5004.30-
STA = 12+71.72 STA = 13+46.59 / STA = 14+94.23 � �
STA = 12+12.59_ - ELEV = 5004.34 ELEV = 5004.77� ELEV = 5005.90 STA = 16+55.20 STA = 17+05.24
STA = 10+76.85 - � i \ ELEV = 5005.54 ELEV = 5004.45
�ELEV = 5003.06 ELEV = 5003.82 STA = 12+56.80 STA = 12+98.84 `- � STA = 14+69.23
ELEV = 5004.16 ELEV = 5004.53 ELEV = 5005.70 ; STA = 16+90.24
STA = 12+17.16 STA = 12+32.03 �
ELEV = 5003.85 ELEV = 5004.04 STA = 14+56.37
ELEV = 5005.54
11 +00 12+00 13+00 14+00 15+00 16+00
I I I I I I I
_�
M OU N TAI N WI LLOW WY/M I D D LE FAR M WY HIGH POINT ELEV = 5006.�9
- aoHIGH POINT STA = 15+51.30
- °0 ^ PVI STA = 15+80.88 I
_ r�i co PVI ELEV = 5006.99 � o
+o A.D. _ -3.21% N�
� � K = 28.04 + o
� w _ 90.00' VC _ � ,�
»
- - mm �w
- PROPOSED 0 �$% � i w w
GRADE 1 •28� � �
- 0.87% 0.55%
0.78� 1.28� 0.78%
0.55% STA = 14+55.61
1.289�-p,78g; ELEV = 5006.31
.00� 0.55%
STA = 12+71.99 STA = 14+30.61
STA = 11+96.99 ELEV = 5004.94 ELEV = 5006.11 -
ELEV = 5004.23 STA = 12+46.99 -
STA = 10+93.93 ELEV = 5004.74 STA = 14+05.61 _
ELEV = 5003.66 � - - - - - - � ELEV = 5005.79
STA = 10+68.93 STA = 12+21.99 � - - ' � STA = 13+69.68
ELEV = 5003.47 ELEV = 5004.42 � _ � � ELEV = 5005.48 - - -
/ STA = 10+43.93 � _ � � �
' ELEV = 5003.15' � � - J
STA = 10+14.00 �
ELEV = 5002.85 �EXISTING
STA = 10+11.00 GRADE
-{ ELEV = 5002.77
STA = 10+08.00
ELEV = 5002.84
- I - I - I -
13+00 14+00 15+00
� MOUNTAIN WILLOW WY/MIDDLE FARM WY - RFL
PROPOSED I -0.36% �
GRADE p,28y, -1.06%
0.78% 0.55%
0.55% 0.87% 1.28%
_ � 85% 0.60% STA = 14+38.65
STA = 13+48.72 ELEV = 5005.90
ELEV � 5005.05 STA = 15+18.92
STA = 13+52.72 ELEV = 5006.34 _
ELEV = 5005.07 - - _ STA = 15+34.34
� - STA = 13+88.65 \ ELEV = 5006.38
ELEV = 5005.38 - - - -
STA = 12+62.99 STA = 14+13.65 / STA = 15+56.84- -�
ELEV = 5005.70 / ELEV = 5006.30
ELEV = 5004.53 ' � _ _ EXGRADE�
13+00 14+00 15+00
ELEV = 5004.62
STA = 16+61.02
ELEV = 5005.39
17+00 18+00
�2
0.32%
- - STA = 17+57.98
ELEV = 5002.28
16+00
� �
� o
a+o �
II II
>
� �
tn w
18+00
02�
�569�
LSTA = 16+12.40
ELEV = 5005.39
STA = 16+06.84
� ELEV = 5005.53
STA = 15+81.84
ELEV = 5006.04
STA = 16+71.73
ELEV = 5003.81
16+00
FUiURE ROADWAY
INFRAS7RUCIURE
SHOWN FOR
RFFERENCE ONLY
17+00
17+00
18+00
51' ROW (MIN.)
6.5' PKWY 6.5' PKWY
(TYP.) (MIN.)
28' ROADWAY
WA� 8' WALK
(MIN.) ��, ��. PARKING (MIN.)
TRAVEL TRAVEL
RE31DENTIAL LOCAL
ILT.S
5010
5005
5000
� 4995
19+00
� 5015
5010
5005
5000
4995
� 4990
19+00
5010
5005
5000
� 4995
19+00
N
`,,,��,���,�,
� � � �
• •
�� ..
I /
���� ��� ��
�
� ♦
, �� I ��
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,,� I I �
♦���
i
/,, - ```,
:�,,.�O��i
KEY MAP
N.T.S.
�
...-. � .
. . � . � � . . �_______=
---------�
---------
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
�I
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
z
0
�
� �
Z v
O Q
>
W
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
�
Z �
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� �
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� �
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
� OO SHEET
� 161 of 216
feet
�
�
\ I , , . ' \
;\ . \
BP. , \
00.00
105.17 � PT • ;\ PC
10+43.98 . 10+49.91
�'G : . � 5005.40 � 500 \ 43
SEE SHEET
152
1
III
�
PT
•11+90.17 I
5005.83
j�';_PT -
: � �+8�.96.;.-T
- >
� 5006.23
�
0
iNa
- ,.1PT . . :-..•.�
P� 11+84.601 r
11 +38.99 5005.83
5006.07
I I
I II I
, ���
'' / ��
;,, , �� �
- - - - �' - -- --- ..v -, I - ..r
�..,
� . ' � � � ; .� ' , , �.- ..1� ' : .�.:: ..
- � 14+00 -���
i3+oo �NQNNA LN �
-�-- -. -�',/r� - �- -
1�+00�13+00 � ' . � �t���-�14+00 �
� 13+43 69 �± - 1 : " 1 ..,��
� PT
13+84.60 `-
5004.61 5004.28
PT PC
13+47.61 13+80.67
5004.59 5004.33
� p� PT
13+54.78- PT P� 13+73.50
5004.55 � 3+58.71 13+69.57 5004.43
� 5004.53 5004.48 �
III ��
I
! II �-- - --�--- ----
5010 5010
5015 5015
HIGH POINT STA = 11 �30.43 N AN N A LN
t PVI STA = 11+17.43 �
- � o PVI ELEV = 5006.68 � � - -
c�i � A.D. _ -1.99J � �
+o K = 45.31 +o
5010 �� so.00' vc �� 5010
U U � W
2.3490 m�m WIW PROPOSED
-2.3490 � 9�9, GRADE
-2.so� -o.7s�
1.28� -0.719e -1.28%
5005 STA = 10+44.93 _2 �% 5005
ELEV = 5005.75 STA = 13+02.19 -0•78� -1.289� -0.749� 2•��
_ STA = 10+17.00 _ ELEV = 5005.38 STA = 13+52.19 2.00%
- ELEV = 5005.48 - - STA = 13+27.19 ELEV = 5004.86 STA = 16+00.87
STA = 10+13.00 ELEV = 5005.18 ELEV = 5002.93
5000 0 � ELEV = 5005.39
,ri STA = 16+25.87 5000
� o � 'STA = 10+09.00 ELEV = 5002.61
_ o `� ELEV = 5005.48�- -__ ---- ----- ---- -_ /� � �-- �
- II � - � � , - - ELEV = 1 5002.39- o ,�
II �_��� ��
i �
¢ w � STA = 16+58.80 � o
� W EXISTING ELEV = 5002.32 + �
4995 GRADE I _� 4995
STA = 16+61.80 �� II
ELEV = 5002.39 >
a
- - - - - v~i w
4990 - - - - - - - - - - - 4990
9+50 10+00
5010
O.E
5005
5000 0 �
0 0=
0
- o �
- II II
- a w
4995 c~i� w
9+50 10+00
SEE SHEET
� t� 153 .+� � � �
� `'��`� �� �� �� � i
, � ;\ `�
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.,�, \ I i I
� \,;\..'•\� � � i i i
� i �� �..;::� `, �si �ii , I,PC
" \ �C'� `\�,-�' �I �- �J `11+36.11
� � BP ; :. � �. i. � 5006.07
�� ' f 10+00.00-`�... •: p�-.. . • = � :
; 5005.60 11+31.13 -��''
�
�'� PT ,- � 5006.
�\\ R\ oo; �.., \ �
� � k, �:'. C°� r10+43.98'v -;.� � �
0.50%
1.1
'h �o
�11X� %
i ....::
PT
10+64.94
5005.50
�PC
�10+61.01
5005.48
�PT
10+53.84
5005.45
11 +00
-___����
STA = 10+64.94
ELEV = 5005.50
_STA = 10+01.93
ELEV = 5005.19
11 +00
12+00
�.��.e -oai � i
�.28% _� ��� PROPOSED
GRADE�
�
-0.71 �
STA = 11 +84.60
ELEV = 5005.83
STA = 11+67.64 -
ELEV = 5005.96
�
STA = 11 +63.30
ELEV = 5005.99 EXISTING
STA = 11+38.30 GRADE
ELEV = 5006.07
� STA = 11 +13.30 _ - - - - _
�I ELEV = 5006.00
STA = 10+88.30
ELEV = 5005.79 _
�STA = 10+80.30
ELEV = 5005.70
12+00
13+00
14+00
SEE SHEET
,_,.. ,�/ 150 � �'�
� � rti' .� %�� � '°
� � �
� .,:EP: �� / �, ^
•, . \' - k i �.
/16+80J6 �
r: � _EP
� "��;��,�� 5002.57 � 16+69.SQ��
\ 5���2 55
�/,' PC_') �;�., \�. � ; -
Y.
16+36.78 9 ' `% � \ `
PT,✓ 5002.55� �� \�
.� �� P� 15+95.71 ,,,.,:.`...i� ��
� � 15+50.11... 5002.76 "` -i \ ` � �6 ��\
..�: ' -
� � • � 5002.99 : i �� po 16�- -
�.�. : �:. G� 1�k
i 5+oy-+--- p _ `i. .
15+40.90-- PT ' '�'' � i
3--- 5003.40 �`-15+90.73 � . �� . � ' ,
� 5+00 5U�3..01 � • ��
-16 '
,o�
'AVEL
� �.,, r � _--� • � � ...-..,rs:r,
�l.ti:..� a.s. � i
' � •
' ROW (MIN.
ROADWAY
. p� �
.: - _ PT•' `` ` 16+48.32 ' rt
:: : �: .: . .. .. . .: :., PC :,. . -. '....16+04.36 5002.26 � ,
- - 15+50.30� 5002.61 �.`:��\
, 5002.99 � � PT I
�� - . •PC..
16+27.36 : : � 16+42.39 � ,
5002.36�, PT: ' �5002.\9 \� .� �
,,, 16+31.29 PC ,
16+38.46 �: �.: \ � �
/ 5002.34 5002.31 ' . � �
� � � � �..
`. \ \ - � � W �
`� I\ \��.�,: �
- - - � - �- - - ����,��:.-.��.�.� 1
15+00
16+00
17+00 17+50
5010
NANNA LN - RFL
-1.28%
-0. i8%� -0.50%
� -1 369'
13+00
, , _� 28%, 5005
-0.789; -0.78� -0.509�
STA = 13+84.60 _p,��yo -0.54% _Q,93%
ELEV = 5004.28
STA = 13+69.57 STA = 15+50.30 STA = 16+04.36
ELEV = 5004.48 ELEV = 5002.99 ELEV = 5002.61
STA = 13+43.69 STA = 16+14.50 5000
ELEV = 5004.61 ELEV = 5002.53
_ STA = 13+30.83 _ STA = 16+27.36
ELEV = 5004.77- - - - - - - � - - - - - � '- - -ELEV = 5002.36
STA = 13+05.83 � STA = 16+48.32 -"
�ELEV = 5004.97 ELEV = 5002.26
STA = 16+91.35 STA = 16+92.30
ELEV = 5002.03 ELEV = 5002.02 4995
14+00 15+00 16+00 17+00 17+50
N
/i�//��
NANNA LN
KEY MAP
N.T.S.
�
...-. � .
. . � . � � . . �_______�
.��������.
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5
MINOR COLLECTOR 5.5
11.0
7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
�
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
z
0
�
� �
Z v
O Q
>
W
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
�
Z W
O J
� �
� O
� �
0 0 �
� W �
� �
(/� Q Z
a = J
� � �
a �
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Z �
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� �
�
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
162 of 216
9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 17+50
�i
I
��
SEE SHEET 158 SEE SHEET 175 SEE SHEET 175 SEE SHEET 153
...,-. ii X i ... ,. i �
Y��.I,.� ;.�.: >. PT PC �::� PT `..:PT I I I
: f.::. � t: `' .'' :. '. � 14+60.82 14+66.75 :• :' 15+10.73 �.15+76.71 PC
PC; 15+82.64
�>F]`{ 10+49.91:, ��PT �-- �`; �;,.� � 5007.44� 5007.41':.:; 5007.42 '.5007.41 5007.44
� 5008.77 i. � � •: ` . PC � pC � �
�",:f�.; �� �: .. � 10+53.84 .; � � i;' ' .; :.1 � PT
pT l � 14+56.89 15+32.73
� � „ . 5008J9 � ., `�. :, .::: � 5007.46 � ' 5007.42 " � 15+86.57
�5 10+43.98 ;.: e . , . . � . . . s � � � � :� .' � � ;.. .� 5007.46
':f: BP 5008.74 ` j0+61.01 � ��. `�•:: �� . � -' PT � . � � �� � p� �
' � . 14+49J2 � .� ::
10+00.00 �� � 5008.82 ��": I..' , � ` � ;�� ; � 15+93.74
...-�- ,/ 5007 ;5PC I •� .� ; �� ' � -PT 07.50 � � �
5008.74� -�- � : pT -
» �� �
�J _
��
- - ��' 10+64.94- �� I f c ��
•�. T.-T- - - -_. - 14+45.79 -
•;:
.�.,
".� 15+97.67. .� T--
°. :. �
�
. .. . : . . . . ... .
, -
. , ,.�.
. : .... . .:
.,
�:
_. � . ,� . . , ... : . ..
� .;... :.
5008.84 ` . . ..
: . �-� . . . . .. . . .
�-� , ,`-`i`� 5007.52
�.
. I `� �r z . ��'. ' 5007.52
. ,� . �-a _ _' r ;�,. .
�+oo.o -_ �,+oo - ,2+0o HARWOOD LN f3+oo 14+0 \-� +oo �
5008 o i o+oo �� � �+oo i 2+00 - i 3+0o i a. oo 'i i J i 5+0 ��s+oo H AR �
:f�.: - � � -
, :.; . i- - :.
�.., ..
,
� 1
�
� �. . � . � �, .� . .. . .. .. . , .. i_.-1 , .
• . �, .
�
� �
.�
� ..... ,. ���,. :. .. ",t� '� :l�
_
PC
,: . f.; . . . . . ... ..
,...
, ,... .. ...,....•
; ... . ..:.
..
�y ,�. , . . .. .. . � . . ;::
�... . . ...
.. : � . . .... _ _
_ . _- - - �.
.. .
.. , ... ,.
� .. _ �- .�, •. . . �
. , .
,
: . .- _ . +60.98 _'�
,
.,
, .:.. �.. .:.
..
._-
.. . . ... � � 14 \! :, . . : . , ;,�� PT�
�` PT �- �, :;r,,...
� � - � - - � - 5007.15
�� •• 15+70.95
,w 10+43.98 � , � r , �� � f ,,; . r ' : .
�I _ ..b. .u. - _
( .., - I � ��.`
: k I 5007.15
•.��'�` � i. � ��
I�,; -. . 0 5008.46 � � ,; � I PT . PC :
I•' BP ,.. '::. ';�, . I .":",:�..=•�.. 15+04.96. 15+26.96
r:l�o+oo.00 �,: � I soos.so: �
�:� 5008.24 � �: � �:. I I �. ,�, ; 5006.90 i
� . .�.�
, �: , �
:�. ::r __ _+ � . � ��P � , , , k.°r��
� �--_- __ ::� � � ��
r � � � i; ;'; i r ;�; :� : i i �� � : . �. i
. . �:` � : : ';x:
�: i ; �: � : � �: " .. � :.� + � :°� �i i
� ��{�: r�:�:> II � .:: �.�:� I I•1`' �`'' � .i
SEE SHEET 157 SEE SHEET 173 SEE SHEET 174 SEE SHEET 153
KEY MAP
N.T.S.
N
z
0
,^ �
V / �
Z v
O Q
>
w
�
w
�
Q
0
�
m
DRAWN
BRB
CHECKED
DAP
DESIGNED
BRB
FILENAME
0009_STREET P&P
�
...-. � .
. . � . � � . . ���������
.��������.
���������
HARWOOD LN - RFL
INTERSEC110N WITH
- � 18+82.93-
j �� ' I 5005.20>� ` '' �
I � I ,r ,` 19 .'.:1 .T
-� r' .
� `�IJ. `'��: � - _ � `�:. ��:\
;.� � �� \ ;:: ;�.
�N � ���� ] , �
� �_� _ ��� .
-r `�' %'� � �..
.,.', i / �
I '� f •��� .�� � � �...
SEE SHEET 170 SEE SHEET 161
_1.289;
5015 5015
5020
5015
5010
5005
5000
4995 �
9+50
5015
5010
5005
5000
4995 �
9+50
HIGH POINT ELEV = 5009.59
HIGH POINT STA = 11+31.14
� PVI STA = 11+14.21
PVI ELEV = 5009.77
A.D. _ -1.86%
K = 48.38
90.00' VC
- - HARWOOD LN
HIGH POINT ELEV = 5008.21
HIGH POINT STA = 16+08.9'
_ PVI STA = 16+08.93
- PVI ELEV = 5008.50
- A.D. _ -2.56%
= K = 35.14
so.00' vc
N� ���
�
pj N 1�A Oi
tOOi +O �N
O� �1� ��
��
- - - - +o
»
��
j j - PROPOSED -
1.28% mlm W W GRADE
o.7s� � -o.7s� o.00� 2.00� > >
0.00% -1.28% -2.00� mlm
-2.00% -0.5890 -0.78�
0.00%
STA = 10+43.93 p,�gy; 1.28� -
ELEV = 5008.87 STA = 13+99.07
I I ELEV = 5008.12 STA = 15+38.93
STA = 10+14.00 � ELEV = 5007.60
ELEV = 5008.64 STA = 14+24.07 STA = 15+11.00
ELEV = 5007.92 ELEV = 5007.39
� o�o STA = 10+08.00 � STA = 15+03.00
� ao ELEV = 5008.64 STA = 14+49.07 ELEV = 5007.39
- o o ELEV = 5007.60 i
- o+ ,r� - � STA = 14+94.00
� STA = 14+77.00 ELEV = 5007.57
II � ELEV - 5007.39 STA = 14+85.00
� �____ ____ __--- ____ ELEV = 5007.39
- � W - - - - - - - _ - - - - - - - - - - - - - - - - - --
- EXISTING _ _
GRADE
18+00
10+00 11 +00 12+00 13+00 14+00 15+00 16+00
HIGH POINT ELEV = 5009.18
HIGH POINT STA = 11+37.12
PVI STA = 11+20.19
PVI ELEV = 5009.36
A.D. _ -1.86%
K = 48.38
90.00' VC
�a, r'o
�� ��
+o +o
o �o � ,�
iii i;i
>m ww
I
0.50� 1.28%
STA = 10+53.46
ELEV = 5008.51
STA = 10+00.95
ELEV = 5008.25
PROPOSED
GRADE
-0.58�
o �
- O N -
- o °° -
- o � - - -
- o+ � - - -
II II
- - - - - - - - -
N W�/' _--
EXISTING
- - - GRADE
- - i -
10+00
11 +00
12+00
13+00
SEE SHEET 161
� �l � -
_�
� .� /
i:
PC � 18+84.05� .'� �
18+80.12 5005.46,, r; :.; '
5005.48 ,,P� I �
, PT ' 18+89.98
18+72.95 ���5005.43 i
� 5005.51 '� 1 I I •, � I I
. , PC �
+! EP
-=18+69.03, , - -19+33.01 '
� 5005.53 � . y �r � L
� 5005.43�
is-roo � ' �1' � :.:�.
� � .� � --
OD LN,i ,�+oo, ,s+oo f � $+ ',^�Eg+74.so
,�� - i � �:5005.46
�.p. .�';���,:...... - PC..
•:.,
.: . : ...
.
, .. ...�
. , .. . � ..
�.�
�
17+00
HIGH POINT ELEV = 5007.80
HIGH POINT STA = 16+46.86
PVI STA = 16+46.88
PVI ELEV = 5008.09
A.D. _ -2.569e
K = 35.14
so.00' vc
�� ��
�o - �o
�� - ��
_p.�gy; N TIMBERLINE RD >; >;
m m wlw
-1.28% �
-0.549� 0.78% 1.28%
-0.789;
0.54�
STA = 14+05.05
ELEV = 5007.71 STA = 15+76.88
-� STA = 14+30.05 ELEV = 5007.20
ELEV = 5007.52
� STA = 15+70.95
STA = 14+55.05 ELEV = 5007.15
ELEV = 500I7.20 STA = 15+03.04 _ � _
ELEV = 5006.92 STA = 15+28.89
STA = 14+60.98 ELEV = 5006.92 -
ELEV = 5007.15
14+00
15+00
16+00
5015
� N
rn
+o
co �
5010
-1.289; `
-0.78%
STA = 18+34.57
ELEV = 5005.61
I
STA = 18+64.50
_ ELEVI = 5005.38
� - - - � STA = 18+70.50-
_ _ - - � ELEV = 5005.38
_ _ - - - STA = 18+74.50
_ ELEV = , 5005.46
\ /
17+00
o.00�
19+00
51' ROW (MIN.)
6.5' PKWY 6.5' PKWY
(TYP.) (MIN.)
28' ROADWAY
WALK 8' WALK
(MIN.) 10' 10' PARKING (MIN.)
TRAVEL TRAVEL
HARWOOD LN
RESIDENTIAL LOCAL C
lLT�. \
/
5020
5005
5000
� 4995
19+50
5015
5010
5005
STA = 18+65.50 J
ELEV = 5005.29
_ ---� �\ �
� . 5000
18+00
� o
� o'n
0
\ � � �
�J �
ii ii
� W 4995
19+00 19+50
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
50
�i
scale
� 50
HORIZ: 1 "=50'
VERT: 1 "=5'
�
Z �
O J
� �
� O
� �
0 � �
� W �
� �
� � Z
a = J
� � �
a �
~ W
Z �
0 �
� �
�
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
� OO SHEET
� 163 of 216
feet
9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 19+50
SEE SHEET 160
\
0
9
I
SEE SHEET 160
I�
�I
5010
ALLEY A
5005
PROPOSED
GRADE
-0.5590
5010
5005
�3�
2.00%
STA = 12+35.00�
ELEV = 5002.83
500� EXISTING STA = 12+45.00
GRADE ELEV = 5003.03
o�
--_ I
- � - - STA = 12+50.00
� o � � � ELEV = 5002.93 0 �
0
+ � � � STA = 12+57.00 �ri o
� �� \ � � _ _ELEV = 5002.37 N ,�
�o
4995 > -�----- � �i
N W STA = 12+59.00
ELEV = 5002.54 Q W
- - I I f� W
4990 � �
9+50 10+00
11 +00
12+00
5000
4995
� 4990
13+00
�
�
�
�
5'
ESMT
28' TRACT
5' 5'
ESMT �,0' L.S. 1.0' L.S. ESMT
26' CONCRETE
w W
� SLOPE SLOPE �
� VARIES VARIES �
o � � �
ALLEY TYPICAL 3ECTION 1
Krs
SEE SHEET 160
�
�
+
�
5'
ESMT
25' TRACT
2.5' L.S. 2.5' L.S.
20' CONCRETE
w W
� SLOPE SLOPE Z
� VARIES VARIES �
o � � �
ALLEY TYPICAL SECTION 2
Kra
�� / \�s+s�.00� �;„, .>�.::,:.;;:n_e<.:,:� >,.�:.,,:
.::�:} ''`.L=M'�: „ y�f �Z ':`, :y�
r , . :i� � .rt'.-.
: . . • ti,y�'�,: '�;�.::.:�i.'.<.� :
. ,. .�. ��. .... . . � - �'.:��'i`�..y.},;.,r,`.�..�:��.�..,i:>q':
�J��6.��_ s �
� � �U ��� � �' > �-� � �� : � _ � .1-.�.�� �� �= '� ���"�, _'� �;.- • ��
. ., .. ,
� . � � ' ._ �-- _ � � ;•. � :' . =
. � _... . - .
. ..
-
. .. � .. , , .. . _
_ _ . - . - � - .-
� � � ��I � � � �II ,__ �� - � � r' � � � ���_ . ��j�-.
� i � r i � i i i i i i
� , ,� � �o�
/' \ ��:' �•� ' ;'
�� { �� �::1 � _�
�l �
I ._
I: % \ '�� :
�� I
�.
:�;:a
� {�
�
f �
' �' -�
� '.
BP I � I �
� io+oo.00 Pi 1�� � �
�5002.66 � ( I � 15+11.00 r' : �s' ���'' � �
- � �_+:
v � _ __ _ _ - �_ _ _ 5005.34
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KEY MAP
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���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
5010
5005
5000
4995
4990
9+50
PROPOSED
8.009e- GRADE
-8.33� 2.00�
-2.00%, � 2.00�
STA = 10+40.00
ELEV = 5002i64
STA = 10+30.00
ELEV = 5002.84
STA = 10+25.00
� ELEV = 5002.74 � -
o tO STA = 10+18.00 �--` --- --
� o ELEV = 5002.18 �
o 'n_ _ �D+�6�0(�
� II ELEV = 5002.34
II
H J
�W -
10+00
11 +00
12+00
ALLEY B
0.57%
�
- - - - - - �
EXISTING
GRADE
13+00
-s.so�
-
_ _ -2.00%
STA = 16+16.00
ELEV = 5005.94
-------- -STA =�6�'1ifl9-_
� ELEV = 5005.84
� _ �
- STA = 16+31.00
ELEV = 5005.15
- i
- STA = 16+33.00
ELEV = 5005.32
33%
o �
o �
� �
� o
+ �
co
II II
>
N W
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
5010 6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
5005
F��Z�Z�7
4995
14+00
15+00
16+00
� 4990
17+00
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
SHEET
164 of 216
SEE SHEET 159
SEE SHEET 159
�
5010 5010
- ALLEY C
5005 5005
-2.00�
-0.5590 2.00% -8.00%
PROPOSED STA = 12+35.00
GRADE ELEV = 5002.45
5000 EXISTING � 5000
GRADE STA = 12+45.00
o � ELEV = 5002.65
- a �---
M � �
� a \�-_ STA = 12+50.00 o N
o 'n - - - - - - � ELEV = 5002.55 ^
0
4995 �i ° � � - - - N �' 4995
Q -W �--
v~i w STA = 12+57.00 �� II
ELEV = 5001.99 � �
fn W
_ STA = 12+59.00
4990 ELEV = 5002.16 4990
9+50 10+00 11 +00 12+00 13+00
5'
ESMT
28' TRACT
5' 5'
ESMT �,0' L.S. 1.0' L.S. ESMT
26' CONCRETE
w W
� SLOPE SLOPE �
� VARIES VARIES �
o � � �
ALLEY TYPICAL 3ECTION 1
Krs
SEE SHEET 159
�':` =�� '��
: �' :
_:z�
�
SEE SHEET 159
SEE SHEET 170
1
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.� :
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5' L.S.
25' TRACT
2.5' L.S.
CONCRETE�
5'
ESMT
w W
� SLOPE SLOPE Z
� VARIES VARIES �
o � � �
ALLEY TYPICAL SECTION 2
Kra
SEE SHEET 170
N
`�jM
KEY MAP
N.T.S.
�
..•-• � •
. . � . � � . . ���������
.��������.
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
5015 5015
ALLEY D
5010 5010
PROPOSED
GRADE -
5005 5005
s.00�
-8.33% 2.00% 0.71 %
-2.00% -2.00% - I -
EXISTING
STA = 10+40.00 GRADE I I _
ELEV = 5002.24 � - -i
5000 STA = 10+30.Oo' -- - - � N 5000
ELEV = 5002.44 , � - � o
- _ STA � = 10+25.00 � - - - ' � - - � � -
- � EtCJ[ � 5002.34 � � -
o N 1 � _ - - � �
o II II
- o o STA = 10+18.00 >
4995 0� ELEV = 5001.78 v~i w 4995
� II STA = 10+16.00
II ELEV = 5001.94
>
H J
fn W
4990 4990
9+50 10+00 11 +00 12+00 13+00 14+00 15+00
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
SHEET
165 of 216
5'
ESMT
28' TRACT
5' 5'
ESMT �,0' L.S. 1.0' L.S. ESMT
26' CONCRETE
w W
� SLOPE SLOPE �
� VARIES VARIES �
o � � �
ALLEY TYPICAL 3ECTION 1
Krs
i I� �:�r.
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SEE SHEET 168 SEE SHEET 168
� I �C' •, I�C � `\• `•\.�'.:. ,a '.�.`��.: `':..•�;..:?�%•\.�y�� \ �' /lI � 'f�� ' ..�
BP ' . , � ,�:. .. _ �.., : :....: _ _ p� \
I : � : �^ ����..=�•�- ��15+27.13 � ,\ �
10+00.00 s ' ; �� ' �`• -`. .. : � � - � ` �
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r ,11+00�' , s �� -��12+00 �" „� 13+00 � ;� � ��14+00, •f• �15+00 • '1 �\�"'
� � �r . , , � ,'� � ?,�` •; � -�^,'. • , 5002.56
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'' " ` '16+76.
s �
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W
W
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5' L.S.
25' TRACT
2.5' L.S.
CONCRETE�
5'
ESMT
w W
� SLOPE SLOPE Z
� VARIES VARIES �
o � � �
ALLEY TYPICAL SECTION 2
Kra
N
ALLEY I
KEY MAP
N.T.S.
LEGEND
PROPOSED CONCRETE
PROPOSED PAVERS
�_______=
.��������.
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
5020
5020
ALLEY F
HIGH POINT ELEV = 5005.09
_ _ HIGH POINT STA = 11+40.72 _ _ _
PVI STA = 11+34.00
5015 PVI ELEV = 5005.�6 5015
A.D. _ -1.67� .
K= 23.95 PVI STA = 14+99.73
40.0� PVI ELEV = 5003.31
A.D. _ -1.04%
K = 38.64
o� o 0 40.00' VC
5010 +o +o ^N 5010
�� �� �M ^rn
- - �� �N
ii >W - .-�' �'�
7.00% 2.00% °D�OD I vi i�i
-8.33� � 2.0090 PROPOSED j j v v
5005 -0.55% GRADE m m W W 5005
-2.00% � •� 29° 0.00% I -8.00%
-0.559;
STA = 10+50.00 -2'��'� 8.33%
_ ELEV = 5004.22 STA = 13+30.00 STA = 13+60.00 2.00�
- STA = 10+40.00 ELEV = 5004.07 ELEV = 5004.07 -�'S89° 2.00�
- ELEV = 5004.42
STA = 16+30.03. -
5000 - - - - - - - - ELEV = 5001.24 � 5000
� o- - - STA = 10+29.00 _ , - - - - - - _ � � STA = 16+40.03 \ -
- � � ELEV = 5004.20 - - - - - - -' � - - � ELEV = 5001.44
0
o+ � _ EXISTING� STA = 16+52.03
- � STA = 10+19.00 - GRADE ELEV = I 5001.20 r� �
N
4995 �� � ELEV = 5003.50 STA = 16+58.03 `i.° � 4995
c~i� w ELEV = 5000.72 � �
STA = 10+17.00 � r
ELEV = 5003.67 STA = 16+60.03 �� II
_ ELEV = 5000.89 � �
- - - - � W
4990 4990
9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 17+50
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
3.
FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
100
feet
SHEET
167 of 216
H
�
�
W
�
�
\
; �, ;..
:'y:. •' ;;'. :;� �..
�lf
- � dD
r
W
W
�
�
5015 5015
ALLEY L
5010 5010
s.00�
PROPOSED -8.00%
-8.33� 2•00% 2.009� GRADE -2.00% 8.33%
-2.00� -2.00% 0.55% -0.639e 2.00% 2.00%
STA = 11+43.50
5005 STA = 10+35.50 ELEV = 5007.23 STA = 13+36.17 5005
ELEV = 5006.45 ELEV = 5 i 06.02
I STA = 11 +30.50
STA = 10+25.50 ELEV = 5006.97
ELEV = 5006.65 - I - STA = 13+46.17
I ELEV = 5006.22
- o� STA = 10+20.51 - STA = 13+51.17 �n
5000 � o ELEV = 5006.55 _ _ _ _ _ _ _ _ _ ^ o
o ELEV = 5006.12 •- � 5000
� o- --� --- _ _� o
o � STA = 0+14.00 / � , + �
- II II ELEV = 5006.03 EXGRADE \ J STA = 13+58.17 �
- ELEV � 5005.56 �� II
>
N W STA = 10+12.00 � �
- ELEV = 5006.20 STA = 13+60.17 N W
4995 ELEV = 5005.73 4995
4990 4990
9+50 10+00 11 +00 12+00 13+00 14+00 14+50
�
�
�
W
�
28' TRACT
5' 5'
ESMT �,0' L.S. 1.0' L.S. ESMT
26' CONCRETE
w W
� SLOPE SLOPE �
� VARIES VARIES �
o � � �
ALLEY TYPICAL 3ECTION 1
Krs
/
SEE SHEET 153
5'
ESMT
5' L.S.
25' TRACT
2.5' L.S.
CONCRETE�
5'
ESMT
w W
� SLOPE SLOPE Z
� VARIES VARIES �
o � � �
ALLEY TYPICAL SECTION 2
Kra
SEE SHEET 161
i
��`.�
�
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N
KEY MAP
N.T.S.
�
•.��• � •
. . � . � � . . ���������
.��������.
���������
NOTES:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
5015 5015
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 � 50
scale HORIZ: 1"=50'
VERT: 1 "=5'
100
�
feet
SHEET
172 of 216
SEE SHEET 153 SEE SHEET 161
SEE SHEET 161 SEE SHEET 150
SEE SHEET 161 SEE SHEET 151
9+50 10+00 11 +00 12+00 13+00 14+00
5'
ESMT
28' TRACT
5' 5'
ESMT �,0' L.S. 1.0' L.S. ESMT
26' CONCRETE
w W
� SLOPE SLOPE �
� VARIES VARIES �
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ALLEY TYPICAL 3ECTION 1
Krs
SEE SHEET 163
�
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W
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N
5020
SEE SHEET 167
HIGH POINT ELEV = 5010.05
HIGH POINT STA = 16+89.45
PVI STA = 16+84.31
PVI ELEV = 5010.12
5' L.S.
25' TRACT
2.5' L.S.
CONCRETE�
5'
ESMT
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� VARIES VARIES �
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ALLEY TYPICAL SECTION 2
Kra
5020
ALLEY N A'K = 2�: �8'
40.00' VC
- - - - - I II - -
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- - - - � m � w -8.00%
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5010
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PROPOSED
GRADE STA = 17+79.31
- - ELEV = 5009.59
6.90% 0.93% I
' 2.001 STA = 17+89.31
-8.33�
5005 -2,pp� ELEV = 5009.79 5005
-2.0090 00
STA = 17+94.31 a'-o �
STA = 10+50.00 ELEV = 5009.69 � o
ELEV = 5004.21 - - - - - � � �
I - - - - - STA = 18+00.81 �
STA = 10+40.00 - - ELEV = 5009.17 �� II
5000 E�EV = 5004.41 a W 5000
---- -- ---
0 0- -STA = 10+29.00----- -- -------- -��� ,E EV = 15009.34 N w
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� II ELEV = 5003.50 � �
4995 >
4995
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ELEV = 5003.67
4990 4990
9+50 10+00 11 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 18+50
3.
FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITTED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORAl1NG
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=50' V:1 "=5'
DATE
JULY 17, 2024
50 �
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VERT: 1 "=5'
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1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEOTECHNICAL ENGINEER
AFTER SUBGRADE INVESTIGATION. MINIMUM PAVEMENT
SECTION SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
ASPHALT PAVEMENT AGGREGATE BASE
THICKNESS(,IN) THICKNESS%IN�
LOCAL CONNECTOR/COMMERCIAL 5.5 11.0
MINOR COLLECTOR 5.5 7.0
50 100
feet
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80' ROW (MIN.)
10' PKWY 38' ROADWAY 10' PKWY
5, 6. (TYP.) (MIN.) g► 5►
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NOTEs:
1. SUBGRADE TO BE STABILIZED PER GEOTECHNICAL
RECOMMENDATIONS PRIOR TO PAVING, AND COMPACTED
TO A MINIMUM OF 95� MODIFIED PROCTOR DENSITY.
2. CONTRACTOR SHALL COORDINATE WITH GEOTECHNICAL
ENGINEER DURING CONSTRUCTION. MINIMUM PAVEMENT
SECTION TO BE DETERMINED BY GEO?ECHNICAL ENGINEER
AFTER SUBGRADE INVESIIGATION. MINIMUM PAVEMENT
SEC110N SHALL BE DESIGNED FOR HEAVY-DUTY TRUCK
TRAFFIC ON ALL SUBDIVISION ROADS.
MINIMUM ALLOWABLE PAVEMENT SECTION PER
PRELIMINARY GEOTECHNICAL REPORT BY EEC:
I_���:I_l�i'J_il��l�`.� : : � =
1■ .► ► 1■ .► ��
IF�
PROPOSED GRADE
— — — DpSTiNG GRADE
MINOR COLLECTOR 5.5 7.0
3. FINAL PAVEMENT DESIGN WILL NEED TO BE SUBMITIED
TO THE CITY OF FORT COLLINS PRIOR TO PAVING.
4. AGGREGATE BASE COURSE SHALL BE PLACED IN LIFTS
NOT EXCEEDING SIX INCHES AND SHOULD BE COMPACTED
TO A MINIMUM OF 95% PROCTOR DENSITY.
5. FLY ASH TO BE ADDED PER FINAL PAVEMENT REPORT.
6. FIRE LANES SHALL BE DESIGNED AS A FLAT, HARD,
ALL-WEATHER DRAINING SURFACE CAPABLE OF
SUPPORTING 40 TONS. PRIVATE DRIVES INCORPORATING
PAVER DESIGN CAN HANDLE FIRE TRUCK LOADING.
30 � 30 60
scale HORIZ: 1"=30' feet
VERT: 1 "=7.5'
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
H:1 "=30' V:1 "=7.5'
DATE
JULY 17, 2024
SHEET
178 of 216
10+00
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STRIPING LEGEND
0 6" SOLID WHITSHOULDER LINE
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6" DOTTED WHITE TURN LANE
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R7-1 NO PARKING "FIRE LANE" SIGN AND R7A "FIRE
LANE NO PARKING BY ORDER OF FIRE MARSHAL" SIGN
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QB R2-1 SPEED LIMIT SIGN 24"X30"
O W11-2 PEDESTRIAN CROSSING SIGN 36"X36" AND
W16-7P DIAGONAL ARROW PLAQUE 12"X24".
QD D1-1 STREET NAME SIGN 60"X12� (1 SIGN PER EXIT)
Q R1-1 "STOP" SIGN & D3 STREET NAME SIGN
�F R3-17 BIKE LANE SIGN
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TST, INC.
CONSULIING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
181 of 216
SEE SHEET 181
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QB R2-1 SPEED LIMIT SIGN 24"X30"
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Q R1-1 "STOP" SIGN & D3 STREET NAME SIGN
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TST, INC.
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748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
SHEET
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Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
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DATE
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EXISIING STORM SEWER
PROPOSED STORM SEWER
PROPOSED BASIN BOUNDARY
PROPOSED CONTOURS
EXISIING CONTOURS
FLOW DIRECTION
POSSIBLE LID LOCATION
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CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1 " = 50�
DATE
JULY 17, 2024
feet SHEET
199 of 216
PC
sc
POLYETHYLENE ��� '
BOND BREAKER - �, ij
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: �/
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BEARING SURFACE a
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PLUG
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BEARING AREAS FOR VARIOUS FITTINGS (FT2)
SIZE TEE & PLUG 90° BEND 45° BEND 22 �° BEND 11 4 BEND
6" 4.0 5.5 3.0 1.5 1.0
g" 6.5 9.0 5.0 2.5 1.5
12" 14.0 20.0 11.0 5.5 3.0
16" 25.0 35.0 19.0 10.0 5.0
20" 38.0 54.5 29.5 15.0 7.5
2q" 55.5 78.5 42.5 22.0 11.0
30" 86.5 122.0 66.0 34.0 17.0
36" 124.0 175.5 95.0 48.5 24.5
42" 168.0 237.5 128.5 65.5 33.0
�TES:
ALL CONCRETE SHALL BE POURED AGAINST UNDISTURBED EARTH
ALL FITTINGS & PLUGS MUST BE WRAPPED WITH POLYETHYLENE TO PREVENT CONCRETE FROM ADHERING TO THE
BOLTS OR PIPE.
��`pRIMERCOGy Designed N A
W ` EAST LARIMER COUNTY WATER DISTRICT E�v
Drawn
��
��""'� TYPICAL THRUST BLOCK Revised E✓v
�
ArER01SSQ�G Approved !�S
CENTERLINE SECTION
�y_,:,:�,�:,,�,�
CASING SPACERS - MIN. 3 PER
PIPE SECTION ON 6' CENTERS
POLYETHYLENE
BONDBREAKER
3 DIA. +
BEDDING
MATERIAL
BEARING
SURFACE
UNDISTURBED SOIL
TYPICAL CROSS-SECTION
Date File No.
N�A esd010_ t}pica/_ thnrst
B�20 Drawing No.
B/2o o2a
NOT TO SCALE
B/10 Sheet Ol of Ol
PAVEMENT IF REQUIRED
;�; �
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(BACKFILL)
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\/\/ �
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'� \�/\�/\�/\�/\�; � \. MATERIAL IF REQUIRED
\ /�\//\//\//\, ��/�///�
. . �'� . .
Date File No.
`pRIMER�o Designed N A N/A
y�l Gy esd006 bedding c%ss
� ` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v oBizo Drawing No.
����1 E✓� �0/7� oos
,�q `� TRENCH AND BEDDING DETAIL Revised NOT TO SCALE
�BOISt� Approved %�S 8�2� Sheet Ol of Ol
SEAL ENDS WITH HIGH DENSITY
RUBBER SEAL & STAINLESS
STEEL BANDS
O-RING OR WATERSTOP
GASKET REQUIRED IF
FLOWFILL IS USED
To�nir�u
z
�
M
CLAY EARTH MATERIAL
(NOTE 3)
��r-,� ��. ���.�
MIN. 2 FT. OR AS
DETERMINED BY
1 " MIN GEOTECHNICAL
ENGINEER
PIPE
�.r�.�n�� .�rr��.�r� r�.�.��iVIBLY
OTE:
EE SPECIFICATIONS FOR ACCEPTED CASING SPACER AND EN�
EAL MANUFACTURERS AND MODELS.
END SECTION
Uate File No.
`aR1MER�� Designed N A N�A
y�l Gy esd004_bu�ied_cosing
"� ) ` EAST LARIMER COUNTY WATER DISTRICT Drawn RKB 12/93 Drawing No.
L�- � n.
�"°�� BURIED CASING DETAIL E✓v e/zo 004
� Revised
��'�+��1DiS��'�� NOT TO SCALE
Approved !�S 8�20 Sheet O1 of O1
NOTES:
1. CLAY SHALL BE COMPACTED TO 95%
MAXIMUM DENSITY.
2. CLAY MATERIAL TO BE CLASSIFIED AS SC,
CL OR ML-CL.
3. FLOWFILL MAY BE USED INSTEAD OF CLAY
MATERIAL IF APPROVED BY DISTRICT.
TS OF TRENCH
R LINE
� OF CLAY
►FF WALL
Uate File No.
`pR1MER�� Designed N A N�A
�y/ �Gy� esd007_cut_of!_wall
w! �� EAST LARIMER COUNTY WATER DISTRICT RKB 10/Ol/91 Drawing No.
J )/- � � Drawn
� �U� �r E✓v a/z� ao�
CUT-OFF WALL Revised
NOT TO SCALE
���'RpISSR�� Approved %�S B�21 Sheet O7 of O7
PLAN
� WATER LINE
1'-0"
PRECAST CONCRETE
�, -_r ; M.H. SECTION
�U
_�!'
,. r �,._: -
I �
4'-0" -
A' �
4'-0"x 1'-0"x0'-6"
CONCRETE
FOOTINGS
NOTE: I
GROUT ALL PIPE
PENETRATIONS
A
�
� COMPACTED GRANULAR
MATERIAL
VALVE LOCATION
SECTION A-A �
FROST-PROOF M.H. COVER
(NOTE 2) 2" GALVANIZED AIR SCREEN
VENT LINE (NOTE 1) �"x�" MESH
a a
PRE-CAST CONCRETE GROUT f
GRADE RINGS
M.H. STEPS ` I �
AIR RELEASE &
VACUUM VALVE
BRASS NIPPLE
SADDLE, FLANGE, ,
OR BOSS
FITTING (BRASS)
GROUT
CONCRETE FOOTINGS
W/ 2-#4 BARS
COMPACTED 1
GRANULAR MATERIAL
�:
% �_
/
�� /
\ / (NOTE 3�
��� G.V.
►, � ��
2' GALVANIZED STEEL
PIPE AIR VENT LINE
3'-6" MIN.
NOTE 4 ---
FLEXIBLE
COUPLING
�ii �
_ ::,r..
�::: ��■i
NOTES:
1. VENT TO BE SURFACED AT FENCE LINE,
IRRIGATION DITCH OR AS ELSEWHERE
SPECIFIED BY DISTRICT.
2. IF COVER SITUATED WITHIN GRAVEL
ROADWAY LEAVE COVER 4" BELOW
SURFACE
3. GA TE VALVE SIZED PER AIR VALVE
4. LOCATE PER FIELD CONDITIONS
Date File No.
`pRIMER�O Designed N A N�A
�1 Gy esd001_oiruoc
W ` EAST LARIMER COUNTY WATER DISTRICT RKB oB�9� Drawing No.
�J�� ��� Drawn
,� �� AIR RELIEF /VACUUM VALVE WITH VAULT Revised E✓v a/2� aa�
'�rfR01St�� NOT TO SCALE
Approved !�S 8��� Sheet O1 of O1
�
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SEE TRENCH WIDTH TABLE
12" MIN.
��
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MAXIMUM
PIPE DIAMETER TRENCH WIDTH
(INCHES) (INCHES)
4 28
6 30
8 32
10 34
12 36
14 38
16 40
18 42
24 46
� PIPE
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EAST LARIMER COUNTY WATER DISTRICT
TRENCH DETAIL
- EASEMENT - �� RIGHT OF WAY
3' (MIN.) -� HYDRANT: AWWA C502 W/ 1"
SQUARE OPEN RIGHT OPERATING NUT
W
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pTRACER WIRE TERMINAL BOX
a OFFSET TO SIDE
, n � SEE PLAN VIEW
�����
COMPACTED
FILL
BORROW DITCH J
4.5' MIN. COVER
OR INSULATED
(4'x8'x2' BLUEBOARD)
VALVE BOX
� ROAD SURFACE
54" MIN.
66" MAX.
���������
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HYDRANT DRAIN OPE INGS
MUST REMAIN CLEAR
OF OBSTRUCTIONS
Fa
_ 6" C900 DR18 PVC PIPE oI
a
- RESTRAIN ALL JOINTS
�$„ RESILIENT SEAT GATE VALVE
BOND BREAK
CONCRETE BLOCK
HYDRANT GRAVEL
NOTES:
1. NO LANDSCAPING (TREES, SHRUBS,
BOULDERS, ETC.), RETAINING WALLS OR
FENCES ALLOWED WITHIN 10' OF FIRE
HYDRANT.
2. FIRE HYDRANT PIPING, VALES, ETC. SHALL
BE DOUBLE WRAPPED IN POLYETHYLENE.
3. IF REQUIRED BY DESIGN ENGINEER OR
ELCO
�•�
t . .
PLAN VIEW
TRACER WIRE TERMINAL BOX INSTALLATION
0 o O
FIRE HYDRANT
2'-0��
TRACER WIRE TERMINAL BOX INSTALLED EITHER RIGHT
OR LEFT OF EACH FIRE HYDRANT ASSEMBLY
Date File No.
`pRIMER�o Designed N A N/A
y�l Gy esd017 �re h}x�ionf
� ` EAST LARIMER COUNTY WATER DISTRICT Drawn E�v Bizo Drawing No.
����1 1YPICAL FIRE HYDRANT INSTALLATION Revised E✓v e��� o»
NOT TO SCALE
��'BOISt��� Approved RS 8�2� Sheet Ol of 02
Designed "' ^
Drawn RKB
Revised E✓V
Approved RS
Uate File No.
N/A esd02T_trench_detoil
10�91 Drowing No.
B/20 005
NOT TO SCALE
8�2� Sheet O1 of O1
TRACER WIRE
SWIVEL TEE
THRUST
BLOCK
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
200 of 216
� UNDISTURBED SOIL
TEE
� � . � UNDISTURBED SOIL
TYPICAL BEND
SINGLE METER LAYOUT I NSTALLATION DETAI L BUTTERFLYVALVEDETAIL
��;�
I PROPERTY LINE BOX INSTALLED TO GRADE
4�� INDIVIDUAL ' TO EITHER RIGHT OR LEFT SECTION A-A
SERVICE LINE OF ALL NEW FIRE HYDRANT 'x, `.X'.
; ASSEMBLIES
VALVE BOX WATER LINE
SINGLE METER , UTILITY BUTT( WwAcSoaj
PIT ' EASEMENT
�
�
�
------- ---�--- � 11=� I -=1 I-- _�
I � =�I I= I == MECHANICALJOINT
_ I — — _ _ — WATER LINE (RESTRAINED)
I II — —
VARIES I — — — NOTe:
� � � I I—I I I � ALL VALVES OPEN LEFT
W I
_ _ (NOTE 1) + ` +
� i �A� �.`/ �A�
i �
NOTES:
NOTE 1 VALVE OPERATOR
_W W W W W 1: See Meter Pit Detail
2: Distance may need to LOOP TRACER
be modified if drainage WIRE INTO BOX GATE VALVE DETAIL
or other site specific
TOP OF VALVE BOX SHALL
D UAL M ETE R LAYO U T conditions dictate °WATER�� CAST IN TOP OF ,
�
CF18f1geS t0 tFl@S@ . , ?��, - VALVE BOX COVER � � SURROUNDING ASPHALT
dimensions. (��
f 6„
PROPERTY LINE TRACER WIRE �J���` > �5�� �
I 12-GUAGE -��� VALVE BOX SHALL BE SCREWED DOWN 6,�
OR AS DIRETED PER ELCO INSPECTOR
4�� INDIVIDUAL ' INSULATED �✓^ - < & BURIED BELOW GRADE IF INSTALLED
SERVICE LINE SOLID INANON-PAVEDROADWAY
(TYP.) , � \ `" NOTES:
, COPPER 1$�� 1. VALVE BOXES SHALL BE
o � CENTERED AND PLUMB OVER
DUAL METER , UTILITY o o OPERATING NUT.
c � 2. BACKFILL AROUND VAWE 3-PIECE VAWE BOX
PIT � EASEMENT � BOXES SHALL BE HAND PLACED
AND COMPACTED FOR A
o MINIMUM 4' RADIUS AROUND
'
� VALVE BOX 2" OPERATING NUT
-� � t OPEN LEFT
— — — — — — — — — � — — � .}�
i
I
VARIES CLEAN 4" ROCK
COMPACTED SOIL
� 2W I TRACER WIRE TAPED
(NOTE 1) 1 NOTES: TO TOP OF PIPE
— — 1. BOX & LID ASSEMBLY SHALL BE CAST IRON � J WATER UNE
i i TYLER SLIP-TYPE MODEL 6865 (TOP ONLY) � /
- � OR APPROVED EQUAL.
2. TRACER WIRE SHALL NOT BE INSTALLED
—W W W W W
(BROUGHT TO SURFACE) IN VALVE BOXES.
MECHANICAL JOINTS (RESTRAINED) GATE VALVE (AWWA C500)
Date File No. Date Flle No. Date File No.
���`aRIMEq�OGy Designed RS 07/29/20 esd013 meterpif /o}rout ��1�a�,MERC�Gy Designed N A ��A esd022_trocer_wire�ox ����,pR�MERCOGyf Designed RKB 08/91 esd016 �o/ue detoi/
" J' � o`; EAST LARIMER COUNTY WATER DISTRICT Drawn E�v o��z9��o Drawing No. W J��. o� EAST LARIMER COUNTY WATER DISTRICT Drawn E�v 8�2o Drawing No. W J��; EAST LARIMER COUNN WATER DISTRICT Drawn E�� ���o Drawing No.
+���'�� R S 0 7/ 2 9/ 2 0 0 1 3 �+��+� E✓ V 1 0/ 2 1 0 2 1 �. r I Y I.,�. r� 1 i' 0 1 6
Revised TRACER WIRE BOX DETAIL Revised VALVE DETAIL Revised E✓ v 8/ 2'
� fR��'�,� WATE R M ETE R LAYO UT D ETA I LS NOT TO SCALE �
'� NOT TO SCALE !y �l NOT TO SCALE
�J � RS 07 29 20 A�`'R UISt�� RS 8 21 A�R OIS���
Approved �� Sheet O1 of O1 Approved � Sheet O1 of O1 Approved !�S 8�2� Sheet O1 of O1
SURFACE
LESS THAN MIN.
(4.5' NORMAL MIN. COVER)
WATER MAIN CONSTRUCTION:
IF WATER MAIN IS BEING CONSTRUCTED OVER STORM SEWER
CULVERT WITH LESS THAN MINIMUM COVER, BLUE-BOARD COVER
TOP OF WATER MAIN FULL WIDTH OF TRENCH EACH WAY UNTIL 4.5'
MINIMUM COVER IS AGAIN OBTAINED
EXISTING WATER LINE
� 45° BENDS (TYP.)
.� :�
� �I
FLOW FILL EXTEND 3' EACH
WAY FROM CENTER
OF WATER LINE BELOW
REALIGNED WATER LINE
1.5' MIN
1" MIN. BLUE-BOARD
1" MIN. BLUE-BOARD
(FULL TRENCH WIDTH)
STORM SEWER CULVERT
WATER MAIN
STORM SEWER CULVERT CONSTRUCTION:
IF STORM SEWER CULVERT IS BEING CONSTRUCTED
UNDER EXISTING WATER MAIN. BLUE-BOARD TOP OF
CULVERT THE FULL WIDTH OF TRENCH TO 4' EACH
WAY FROM CROSSING.
�aR1MERC0
�y` - °y� EAST LARIMER COUNTYWATER DISTRICT
�����
�qlEqo�s���� INSULATED WATER MAIN AT STORM SEWER OR CULVERT CROSSING
Designed
Drawn
Revised
Approved
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CROSSING UTILITY
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INSTALL MEGALUG
RETAINER GLANDS (TYP.)
.:�:•\
a.
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THRUST BLOCK
(TYP.) (NOTE 5)
GENERAL NOTES:
1. SEE THRUST BLOCK DETAIL FOR SIZING.
2. ALL FITTINGS & JOINTS IN LOWERING AREA TO BE RESTRAINED WITH MECHANICAL JOINT RESTRAINTS.
3. ALL D.I.P PIPE & FITTINGS SHALL BE DOUBLE WRAPPED WITH POLYETHYLENE ENCASEMENT.
4. IF CLEARANCE "H" IS LESS THAN 18", INSTALL STEEL CASING WHEN CROSSING UTILITY IS 24" DIAMETER OR
GREATER, OR AS REQUIRED BY ELCO BASED ON SITE SPECIFIC CONDITIONS. FOR CROSSING UTILITY OF
DIAMETER LESS THAN 24", CASING IS NOT REQUIRED UNLESS SPECIFIED BY ELCO PER SITE SPECIFIC
CONDITIONS.
5. ANCHOR AND THRUST BLOCKS TO BE INSTALLED ONLY IF ADEQUATE MECHANICAL THRUST RESTRAINT CANNOT
BE PROVIDED OR AS REQUIRED BY DESIGN ENGINEER OR ELCO. ENGINEER TO DETERMINE DISTANCES TO BE
RESTRAINED.
EAST LARIMER COUNTYWATER DISTRICT
WATER MAIN LOWERING DETAIL
Designed
Drawn
Revised
Approved
N A N/A
EJV e/2o
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File No.
esd019_moin_/owering
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019
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
201 of 216
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COMPACTED �
MANHOLE SIZE TABLE � STREAMBED z
� �' o �-- � MATERIAL �
PIPE SIZE MH DIA. BENCH, ;', ,"o °" MANHOLE SIZE TABLE ° e B C � �
(IN.) (MIN.) QN.) SLOPE= 2"/FT. �^ a = e -°' PIPE SIZE MH DIA. BENCH, �° ;°. ° � Z v
15 OR LESS 48 (TYP) (IN) (MIN) (FT) SLOPE= 2"/FT. op � O
� �m a p . � o
18 TO 30 60 PLAN 15 OR LESS 48 (TYP)
/i�. j
OVER 30 72 18 TO 30 60 PLAN DOWN PIPE m o > g '' ep ° ; e��° �, o . �
MH FRAME AND COVER HS20 2' RING & COVER - SET OVER 30 72 DIAMETER � _� `� ° - °
LOADING RATED OR EQUAL PARALLEL TO FINISHED --- ---
SURFACE DROP BOWL TOP VIEW DROP BOWL FRONT VIEW � - -
v z MH FRAME AND COVER g ��- -- -�
GROUT ~I DROP BOWL MOUNTS TO WALL � �
� � HS20 LOADING RATED 2, �
PRE-CAST GRADE RINGS OR EQUAL RING & COVER-SET TO WITH RELINER STAINLESS STEEL
PRE-CAST ECCENTRIC CONE PARALLEL FINISHED SURFACE HOOD ANCHOR BOLT ASSEMBLIES A
� < ag�� GROUT HOOD BOLTS TO DROP 1 �
g� PRECAST GRADE RINGS C DROP BOWL BOWL WITH INCLUDED o
o ic> STAINLESS STEEL BOLTS
C° M PRE-CAST REINFORCED SECTION VIEW
N INSIDE LIP TO BE HIGHER CONCRETE MANHOLE BARREL PRE-FORMED PLASTIC GASKETS INCOMING PIPE
AND EXTERIOR JOINT WRAP. -- -- m
5" MIN THAN OUTSIDE LIP PER ASTM-C478 WITH STEPS
DOWN PIPE RELINER
AVAILABLE FOR ALL SIZE DROP BOWL DRAWN
O� PRE-CAST REINFORCED DIAMETER DROP BOWLS
PRE-FORMED PLASTIC GASKETS TOP OF BENCH FLEXIBLE PIPE BRB
Z�� CONCRETE MANHOLE BARREL A PIPE PENETRATION DROP BOWL SIDE VIEW OPTIONAL FORCE LINE HOOD
� �= AND EXTERIOR JOINT WRAP. COUPLER
�- � PER ASTM-C478 WITH STEPS 2' MIN. � GASKET PLACED IN CORE CHECKED
Z`_�'- � TO ACCEPT PIPE DROP BOWL SELECTION CHART RELINER STAINLESS DAP
N z TOP OF BENCH ,
A PIPE PENETRATION Q 4000 PSI
�� J 2' MIN. DOWN PIPE DIAMETER BRACKET @ 4USPAOCING 3" 12" CENTERS DESIGNED
O 1 GASKET PLACED IN CORE � MANHOLE DIAMETER � CONCRETE #5 BARS ON
FLAT WALL 4' DIA 5' DIA 6' DIA 7-8' DIA 9-12' DIA (MIN. OF 2 PER DROP)
TO ACCEPT PIPE " � NOTES: BRB
< 4" A4FD6 A4D6 A4D6 A4R96 A4R96 A4R96 DOWN PIPE
a � `� a � � a, ` 6" A6FD6 A6D6 A6D6 A6R96 A6R96 A6R96 �, / m FILENAME
� � ` a � 1. SEE PLAN & PROFILE FOR CASING LENGTH
N Z °° ° ' 6 ° a° ° 8��; � PRE-CAST MANHOLE BASE 8" B8FDB 68D6 B8DB B8DBR84 B8DBR84 68R144 RELINER STAINLESS �
� Q 10" B10FDB 610DB 610D6 B10R96 B10R96 B10R144 STEEL PIPE SUPPORT ° & DEPTH. 0009_D@tdIIS
� MIN. 12" COMPACTED 3/4" AND FIRST BARREL SECTION o .�a; , Q
a �' CAST MONOLITHIC ASTM-C478 12" 24/12FDB 24/12R60 24I12R60 24/12R60 24/12R96 24/12R144 BRACKET
� 6„ < a SCREENED ROCK ` 15" 24/15FD6 24/15R60 24/15R60 24/15R60 24/15R96 24/15R144 w 2. SEE DRAWING FOR DIA. AND SLOPE.
, 8" aM4N. PRE-CAST MANHOLE BASE � BEND AT OUTLET �
z � � � VARIES 18" 30/18FDB 30/18R60 30/18R60 30/18R96 30/18R144 �
Q AND FIRST BARREL SECTION � � p.� ��C
� MIN. 12" COMPACTED 3/4" a 2�" 36/21FD6 36/21R60 36/21R144 W � + � o �..••.�
PN P�
o CAST MONOLITHIC ASTM-C478 � � 8 a a SANITARY SEWER LINE V�O'`� O� O�
o SCREENED ROCK � •
24" 48/24FDB 48/24R72 48/24R96 48/24R144 w �•
� VARIES J SECTION VIEW a ���� a o � ° •� PQQ� ����
� � DROP BOWL DIMENSIONS MADE IN U.S.A. i � � a, �: #3 STIRRUPS ON �
� � DOWN PIPE DIAMETER U.S. PAT. # 6074130 0 ° a/ 18" CENTERS O��G G��S�� :�
; SECTION VIEW ; , ` ANCHORBOLT CANADIANPAT.#2269565 � d � � �
o a °� a , SERIES WIDTH "A" DEPTH "B" HEIGHT "C" QUANTITY & TYPE g PIPE SIZE W A B Q� Q ��
� GENERAL NOTES: „ a � GENERAL NOTES: ' ` e qa 4^ �2" 9 5' s 9" 4- �" TAMP-IN = F :
� i � � � $�� 4�� 4�� 4�� O� � G�
o ,< , aa ,
0 1. ALL CONCRETE WORK SHALL COMPLY WITH LATEST ACI-318 SPECIFICATIONS. a°` a= a . ,�- 0 1. ALL CONCRETE WORK SHALL COMPLY WITH LATEST ACI-318 SPECIFICATIONS. A6 6" 12" 11.1" 8.8" 4- 1" TAMP-IN � , � '••••'� \
`-' °° ` �° " SECTION A B8 8" 18" 13.0" 11.5" 4-1"TAMP-IN � � SECTION A 10" 4' 4" 4" S�ONAL��
= 2. SLOPE THROUGH MANHOLE SHALL HAVE A MINIMUM OF 0.2FT DROP FROM = 2. SLOPE THROUGH MANHOLE SHALL HAVE A MINIMUM OF 0.2FT DROP FROM B10 10" 18" 13.5" 11.5" 4- 1" TAMP-IN 1 12" 4" 4" 4"
� ENTRANCE THROUGH EXIT. -' , - ` " ENTRANCE THROUGH EXIT. 1 TYPICAL INSTALLATION U
� 3. JOINT SEALANT SHALL BE TWO (2) ROWS OF PRE-FORMED PLASTIC ROPES ON INNER �� < • ' ` � ) 24/12 12" 24" 16.5" 15.0" 6- 1" TAMP-IN �
3. JOINT SEALANT SHALL BE TWO 2 ROWS OF PRE-FORMED PLASTIC ROPES ON INNER
AND OUTER RINGS AND ONE (1) EXTERNAL RUBBER SLEEVE. � AND OUTER RINGS AND ONE (1)�XTERNAL RUBBER SLEEVE. 24/15 15" 24" 19.3" 15.8" 6- 1" TAMP-IN
- - 30/18 18" 30" 23.5" 18.5" 6- 1" TAMP-IN a
m HAND SHAPE FLOW CHANNEL AS NECESSARY AROUND PIPE TO PROVIDE DRAINAGE SECTION q m 4. HAND SHAPE FLOW CHANNEL AS NECESSARY AROUND PIPE TO PROVIDE DRAINAGE 36/21 21" 36" 31.6" 23.0" 8- 3" WEDGE m
, 4• , WITH NO STANDING WATER (SEE SECTION A). 48/24 24" 48" 30.5" 30.0" 10 - 3" WEDGE '
WITH NO STANDING WATER (SEE SECTION A). � o
� 5. FOR DEEP MANHOLES SEE SPECIFICATIONS. �
0 5. FOR DEEP MANHOLES SEE SPECIFICATIONS. o
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a �,� 9t� � �� 9F� INSIDE DROP �' 9- " "�
� APPROVED BY: BZ STANDARD MANHOLE ° ° % APPROVED BY: BZ FLAT TOP MANHOLE
°m ° m � � APPROVED BY: BZ m �
Q ORIGINATION DATE: 10/24/2014 a ORIGINATION DATE: 10/24/2014 ORIGINATION DATE: 10/24/2014 MANHOLE DETAIL Q ORIGINATION DATE: 10/24/2014 DETAIL
= PHONE: (970)498-0604 Z PHONE: (970)498-0604 PHONE: (970)498-0604 w PHONE: (970)498-0604
� REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG � REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: WWW.BOXELDERSANITATION.ORG
45° ELBOW
j ; TRENCH 2 �
ASPHALT OR % � �
HARD SURFACE j 6" PERFORATED ` �
SEWER UNDERDRAIN 1 �
� I a � �"� ��,�to°�� �`rE MANHOLE Cn �
FINISH GRADE \ � W
% � Q\ �
� / AIRTIGHT PLUG WITH Z Q Q
� �
I \= ` 41N. X 41N. MARKER M M
VALVE BOX WITH LID z % / W
MARKED "SEWER" � SERVICE WYE � • UNYIELDING PIPE BEDDING OF � W O
/ ` . � COMPACTED ROCK OR LEAN � � �
`� � CONCRETE UPSTREAM SIDE CLAY EARTH MATERIAL � �
WATER TIGHT � ' % O-RING OR WATERSTOP
SCREW CAP % SEWER OF MANHOLE GASKET REQUIRED WITH T
4" PVC SDR 35 PIPE & \ MAIN LINE PVC PIPE PIPELINE a i �
w FInINGS (TYP) FROM / / COMPACTED GRANULAR
� I BOTTOM OF j `,. / MATERIAL > � �
� BEDDING ZONE TO ` � � �
TOP OF ELBOW 8 IN. PVC SEWER PIPE
PLAN VIEW � � - � �
�� ,� Z
\ PLAN VIEW MIN.2FT.ORAS �
�
4" WYE % � MAIN LINE GEOFABR C WRAP GEO ECHNICAL O
; � � -.. 24" MAX. ENGINEER LIMITS OF TRENCH
' 4"x45° ELBOW / � � �
� ��/��/� 3/4" MINUS WASHED ROCK
� COMPACTED % �/\�j\�� / �/\
GRANULAR MATERIAL / � 4 IN. x 4 IN. MARKER �����\����� ������������ +
TREN C H i >/// /// //, // /// /// � �,_ ,
! � j\�%\�%� i\\�\\j�\�� Z PI PELI N E
TO COLLECTOR FROM HOUSE / / �/�\�/�\�/� _ �\/��\/���/� N LIMITS OF CLAY
� SERVICE CLEAN-OUT \/\/\/ ,/\/\/\/, CUT-OFF WALL
LINE OR BUILDING � 45° BEND ONLY \ PVC SEWER P�PE \//\//\//� �. /\/\/\� _
..
' REQUIREMENTS: A CLEAN- � '
/ OUT SHALL BE INSTALLED AS � � � � % � � �
� �\�\�\� O \/\/\� a
� � NEAR AS PRACTICAL TO ���\���\���\-, _ ��\��\���
� CONTINUATION OF / CONNECTION WITH �j�/��/��/' ,. �/�� / ~` \
� � % Ft�c O� BUILDING. � \�/�\/�\/�\ , , ` , .. �`<��\��\�\� a
� SEWER LINE � � Q
� � ��/% �/% �/% �//��//`'// �/'�/'�/'�j �/'�j �/ � '/%' ��/ �/ �/ �/ �
,
W S ECTIO N VI EW � , _ �����i��i���i��i��i���i��i��i��i��i��i��i i��i�� ��i��i��i�� SODISTURBED o
� � � : , , � � �i���i\��i\������i������������������������� ������������ ������������ �
S S . / \ \ \/�\//\ NOTES:
N N j' °• � � UNDERDRAIN: PERFORATED, CORRUGATED MAINTAIN 6" MIN. �
» N �; / AIR TIGHT PLUG ^ HDPE BY ADVANCED DRAINAGE SYSTEMS _ 1. CLAY WALL EXTENDS A MINIMUM OF 1'-0"
� SERVICE CLEAN-OUT REQUIREMENTS � /- � � OR APPROVED EQUAL GRAVEL FILTER SURROUND � INTO UNDISTURBED SOIL ON EACH SIDE
; ; � � ; ; AND ON BOTTOM OF TRENCH.
% 1. SEWER SERVICE CLEAN-OUTS SHALL BE INSTALLED AS NEAR AS � � _; � UNYIELDING PIPE BEDDING OF � P
= PRACTICAL TO CONNECTION WITH THE BUILDING, AND AT A MAXIMUM - � COMPACTED ROCK OR LEAN = SECTION VIEW � 2. CLAY MATERIAL TO BE CLASSIFIED AS SC,
SPACING OF 100'. NO SINGLE BEND GREATER THAN 45° SHALL BE j� /� /\ /� /� /� /\ /� /� /� j CONCRETE � NOTES: � CL OR ML-CL.
� ALLOWED. � � 1. UNDERDRAIN INVERT TO BE LOWER THAN SEWER INVERT AT ALL PLACES. �
� � � 2. MAINTAIN POSITIVE SLOPE OF UNDERDRAIN TO DAYLIGHT. � 3. 3000 PS) CONCRETE MAY BE USED INSTEAD
2. CLEAN-OUTS SHALL MEET ALL REQUIREMENTS OF THE UNIFORM PLUMBING CROSS SECTION OF CLAY MATERIAL, IF APPROVED BY
- CODE. - � 3. MAINTAIN 6" MINIMUM OF SQUEEGEE AROUND UNDERDRAIN. - BOXELDER SANITATION DISTRICT
m m m 4. SEE TYPICAL TRENCH DETAIL. m ENGINEER.
� � NOTE: WYE CONNECTION NOT e 5. BSD SHALL NOT ASSUME OWNERSHIP OF UNDERORAINS AND WILL NOT BE �
0 o ALLOWED ON VCP. o RESPONSIBLE FOR MAINTENANCE OF SAME.
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SERVICE CLEAN-OUT h� �"� f h� �"- � �� �9- � CLAY CUT-OFF �� �"- CONSULTING ENGINEERS
N O O N O O N O O N O O
� APPROVED BY: BZ m � � APPROVED BY: BZ SERVICE WYE DETAIL m � � APPROVED BY: BZ m � � APPROVED BY: BZ m �
� � � UNDERDRAIN DETAIL �48 Whalers way
Q ORIGINATION DATE: 10/24/2014 DETAIL Q ORIGINATION DATE: 10/24/2014 � ORIGINATION DATE: 10/24/2014 Q ORIGINATION DATE: 10/24/2014 WALL DETAIL Suite 200 Fort Collins
w PHONE: (970)498-0604 PHONE: (970)498-0604 w PHONE: (970)498-0604 w PHONE: (970)498-0604
� REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: 01/05/2017 WWW.BOXELDERSANITATION.ORG c REVISION DATE: WWW.BOXELDERSANITATION.ORG � REVISION DATE: WWW.BOXELDERSANITATION.ORG COIOI'4CI0 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
202 of 216
6'-4"
$° L = 5'-0"
B � 5��z��
409
A 403 { 601 503
�
36�� i �' �," 403
3 RODS
FACE OF g��p,�, i i IN ]0' _
CURB\ � ♦ INLET 1
11'-4" I6'-4" *
L= 10'-0" � L=15'-0" 8" FOR LENGTH (L) 10 FT. OR MORE, PROVIDE
409 MAINTENANCE ACCESS AT BOTH ENDS WITH
409 AN ADDITIONAL MANHOLE RING AND COVER.
- - � - - - � /� CUT REINFORCEMENT BAR ACCORDINGLY.
601 601 i �
� � ♦ STATION POINT AT MIDPOINT
i OF INLET ALONG FLOWLINE
5 RODS ENDS OF 8[ BEAM
IN 15' i 3° CLR. FACE OF
INLET CURB
- - - - - - � - - -
+ ___� + _
30" 30" 30" MEET SHAPE OF NORMAL BARRIER
3",EACH END CURB AND GUTTER HERE.
I I � ONE 1�/y" DIA. ROD 1 I DIRECTION
IN 5'INLET � OF FLOW
I I I * SEE CHANNEL LAYOUT ON SHEET 2.
� TRANSITION INLET PAY LENGTH 1 TRANSITIO� 8 $ �8•5
i
GUTTER PLAN VIEW GUTTER 1�2 � 4�� #•4 BAR
+ • 18" LONG
FLUSH WITH i 1"LEG THD. � •
CUT OFF OR BEND BARS TO CLEAR MANHOLE L= 5'-0° L= 10'-0" L= 15'-0" 3" CURB FACE 3�/2 ,
409 601 503 409 409 409 iTYPE 2-SEC.IIB)
I I MANH�LE I� ��p •� �p 8"
g�� 403 .' 403 403 403 I '
(��4) I 4I1 �
401 601 2" CLR. ° 601 601 401 601 601 g�� ��4� ,
0 3" CLR. 401 0 0 401 �
11" O.C. 2�1
L= 5' NI H 3" CLR� -"1 � H�5' H�5' p I 2:1 1�/Z" PIPE SPACER
L=10' OR 15' ^� HS5' 0 9,i p � o. g�i p � o 0 0. o. AND 1�/q" LOCK NUT
�cr.rra
8„ •� TYP •• p' • p' • p' 3" CLR. 3" CLR. �
- �-• `- 407 ` . � 407 - 8�� e e e e , .
� o . . . � - - - - - - - - - - _
, � o o . o • . . • , 4 8ii WALL �TYP.) �8 W
e � ING
403 • 403 e o 407 �
407 403 ° � 9" O.C. - - - - -
403 401
� D ' . D , . D . D . D - . D ' - . 6 \ � � �G ' I�/4�� DIA.. x 24��
12" , ,. ° ,. , � '� �. GALV.STEEL ROD � A 2 �N.DIAMETER TEMPORARY 402 11 4�OlC
. • ! , •. ' , • , ; 2" P,LL e � ' 0 2�-6° � HOLE FOR DRAINAGE SHALL 11" O.C. 4�
' ' ' ' ' � AROUND 10" EMBEDMENT � • � � '�' BE PLACED AT SUBGRADE 11" O.C. -
� 3" CLR. 405 406 405 406 405 406 �TYP•� ° �� � ELEVATION OR A MINIMUM
6" O.C. 6" O.C. 6" O.C. 6" O.C. 6" O.C. 6" �.C. ��+ ROAD BASEHTHEBHO E � ��-�
6�-$�� 1� -8 16�-8�� 3"x3"x3/B" PLATE SHALL BE PLUGGED WITH 403 ,'
SECTION A-A REGULAR INLET CONCRETE BEFORE s�� o.c., ���
D C D CURB FACE ASSEMBLY INLET.TANCE OF THE � -
i
601 C� L=10'-0° �-15�-��� 502 �PLACE ENTIRE ASSEMBLY BEF�RE POURING CONCRETE. i I
�
1 � I � 503 � ♦ 502 409 502 504 501 409 409
g�� � �
32" �
CONSTANT
403 � 5'-0" �
9„ 0 � CONSTANT
401 407
H > 5'
VARIABLE 403
III II 405-�
i2'�� �- �� -- -- �
Computer File Information
Creation Date: 07/31/19
Designer Initials: JBK
Last Modificotion Date: 07/31/19
Detailer Initials: LTA
CAD Ver.: MicroStation V8 Scale: Not to Scale Units:
0
0
OVERFLOW
R U�N O�FF
GRAVEL FILTER
� �-, � �=� � �� �,/ � ��- � � �-;,.-,
FILTERED WATER� CONCRETE BLOCK
SECTION A-A
GENERAL NOTES:
1. INSPECT AND REPAIR FIL7ER AF7ER EACH STORM 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY
EVENT. REMOVE SEDIMENT WHEN ONE HALF OF THE REMOVED FROM TRAVELED WAY OF ROADS.
FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT
SHALL 8E DEPOSITED IN AN AREA TRIBUTARY TO A
SEDIMENT BASIN OR OTHER FILTERING MEASURES.
AREA INLET FILTER GRAVEL
�� CITY OF APPROVED:
. FORT COLLINS STORMWATER
�� C�l�ns UTILITIES DATE: 01/03/01
/--� Fox�r cora.uas, co. CONSTRUCTION DETAILS
(e�o) zzi-e�oo DRAWN BY: NBJ
DETAIL
D-2
FABRIC
SECURELY TO
INLET
� GENERAL NOTES•
BARRIER � SEE SHEET 2.
CURB FACE 5'TRANSITION
� WHEN A TYPE R
INLET IS USED WITH
MOUNTABLE CURB AND
GUTTER, 5 FT. TRANSITION
SHALL BE CONSTRUCTED. MOUNTABLE
TRANSITION SHALL BE PAID CURB FACE
FOR AS CURB AND GUTTER. MOUNTABLE
CURB AND GUTTER
TRANSITION CURB
�- FOR A I'-0" PAN SLOPE 2" PER FT.
♦
2'-0�� 4�_4��
1��4" SLOPE 2% TO GUTTER
1��a" R 409, 8 O.C. I
� SLOPE =1"/FT. 601
4" Z�� R
6�� INLET STEPS
2" CIR. REQ'D.FOR ALL
��� H > 3'-6"
501 503
5��2" O.C. 5�/Z" O.C. _
408 �
12" O.C.
_ 16" MAX.
STEEL OR
WOOD POST
COMPACTED BACK FILL
RUNOFF
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SECTION VIEW
GENERAL NOTES:
1. THE MAXIMUM TRIBUTARY AREA IS LIMITED TO 0.25
ACRES PER 100 FEET OF FENCE.
2.INSPECT AND REPAIR FENCE AFTER EACH STORM
EVENT. REMOVE SEDIMENT WHEN ONE HALF THE HEIGHT
OF THE FENCE HAS BEEN FILLED. REMOVED SEDIMENT SHALL
BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT
BASIN OR OTHER FILTERING MEASURE.
SILT FENCE
�� CITY OF APPROVED:
. FORT COLLINS STORMWATER
�� C�l�ns UTILITIES DATE: 12/27/00
/--`� Fox�r coia.nvs, co. CONSTRUCTION DETAILS
(970) 221-8700 DRAWN BY: NBJ
r�
�OUND LEVEL
CONCREfE
NOTE:
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 SHALL 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
DETAIL �pf CITY OF APPROVED:
FORT COLLINS STORMWATER
�_ 2 8 �� C�I�nS UTILITIES DATE: 2/18/05
Fox�r coia.uas, co. CONSTRUCTION DETAILS
(970) 221-8700 DRAWN BY: TDC
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PLAN VIEW
23%e" -+I� 1��
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ELEVATION VIEW
MANHOLE COVER (TYP.)
30"
Z15�6�� � l�� 24��8�� 1��
i 4�,
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ELEVATION VIEW WE[GHTS:COVER = 125 LBS.
+ RING = 135 LBS.
MANHOLE RING (TYP.) TOTAL = 260 LBS.
TYPE II TYPE III TYPE IV TYPE V
GENERAL NOTES
1. CONCRETE SHALL BE CLASS B.INLET MAY BE CAST-IN-PLACE OR PRECAST.
2. CONCRETE WALLS SHALL BE F�RMED ON BOTH SIDES AND SHALL BE 8 INCHES THICK.
3. INLET STEPS SHALL BE IN CONFORMANCE WITH AASHTD M 199.
4. CURB FACE ASSEMBLY SHALL BE GALVANIZED AFTER WELDING.
5. EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED �4 OF A INCH.CURB AND GUTTER
CORNERS SHALL BE FINISHED TO MATCH THE EXISTING CURB AND GUTTER BEYOND
THE TRANSITION GUTTER.
6. REINFORCING BARS SHALL BE DEFORMED AND SHALL HAVE A 2 INCH MINIMUM
CLEARANCE.ALL REINF�RCING BARS SHALL BE GRADE 60 AND EPDXY COATED.
7. DIMENSIONS AND WEIGHTS OF TYPICAL MANHOLE RING AND COVER ARE NOMINAL.
8. MATERIAL FOR MANHOLE RINGS AND COVERS SHALL BE GRAY OR DUCTILE CAST
IR�N IN ACCORDANCE WITH SUBSECTION 712.06.
9. SINCE PIPE ENTRIES INTO THE INLET ARE VARIABLE,THE DIMENSIONS SHOWN ARE
TYPICAL.ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT
SHALL BE AS REQUIRED IN THE WORK.QUANTITIES INCLUDE VOLUMES OCCUPIED BY
PIPES.
10. STRUCTURAL STEEL SHALL BE GALVANIZED AND SHALL BE IN ACCORDANCE WITH
SUBSECTION 712.06.
il. ALL MANHOLE COVERS SHALL BE CAST WITH A"NO DUMPING DRAINS TO STREAM"
MESSAGE AND A FISH SYMBOL THE SURFACE OF THE MANHDLE CDVER SHALL
HAVE A NON-SLIP PATTERN.
1
23" 24" 23" 2#4 BARS �
#4 a
12" 12"
FOR 5 FT.INLET 1�4„
35" 0 35" ONE 1�/z IN. HOLE lg��
5'-10"
1�/z��
29" 24" 24" 24" 29" q#4 BARS HOLE
6" � 12"I12�� � 6�� �4" g��
0 0 o F�R 10 FT.INLET 33�g"
35"-►� 30"-►�- 30"�- 35" THREE 1�/p IN. HOLES $�$ 5
10'-10"
SECTION AT H�LE (TYPJ
17" 22° 22" 22" 24° 22" 22" 22" 17" 8#4 BARS
�� 4�� � 12" 12" � 4�� d��
4 .
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0 0 0 0 o FOR 15 FT.INLET
35"-►�.-- 30"-►�« 30"� 30"-►�- 30"� 35" FIVE 1%2 ]N. HOLES
IS'-10"
CHANNEL LAYOUT DETAILS
SEE CURB FACE ASSEMBLY ON SHEET 1.
TYPE VI TYPE VII TYPE VIII TYPE X
� � 44" � � 601 � 12 ��� r -�Q
31' �41" 8�� �
LENGTH 29�� � 3�12��'� Zp�� 405 �� 20" 406 I 504 "'��
� 2� 502 501 � 1� ��� � VAR�� 410 � 22" �
L
i� 42"�i � VARIES � � 44" �
BAR BENDING DIAGRAMS �(DIMENSIONS ARE OUT-TO-OUT OF BAR)
Colorado Department of Transportation CURB INLET STANDARD PLAN NO.
��2829 West Howard Place
CDOT HQ, 3rd Floor M-604-12
Denver, co sozo4 TYPE R Standard Sheet No. 2 of 2
Phone:303-757-9021 FAX:303-757-9868
Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number:
DETAIL
D-31
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
203 of 216
0 0 � i U
n n 502 �
- 413 409 403 � 403 � � � � \ - -
413 403 �� ��
3" C�R. MIN. 0.5% SLOPE � � � 412
_ � � ��
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g�� � n ii ii 3'-4" 406 405
5 T � �� �f� � �r � 3" CLR.
411 412 T 413 6" O.C. 6" O.C.
S 410 I I � 411 41z� 413 �� �� �� SECTION B-B
- �r - �r - - �- - END VIEW
� C�J D�J C D �� �� ��
5 �6 '6 '6 NOTE: MANHOLE RING AND COVER,STATION POINT
2" CLR.
AND OUTFLOW PIPE SHALL BE LOCATED
SE C T I 0 N A-A I N L E T 3-411 AT THE SAME END OF THE INLET.
aos yyITH DROP BOX N H>5 FT. il�� a.c.
S EC T I 0 N S C-C & D-D (DOTTED BARS ARE IN SECTION D-D)
407
9" O.C.
2" ALL AROUND
B� # ALL INLETS INLETS:H <_ 5 FT. INLETS:H > 5 FT.
MARK OR SPACING TYPE L= 5 FT. L= 10 FT. L= IS FT. L= 10 FT. L= IS FT.
SIZE N0. REQ'D. LENGTH N0. REQ'D. LENGTH N0. REQ'D. LENGTH N0. REQ'D. LENGTH N0. REQ'D. LENGTH
401 4 11" II 15 21 26 11 11
402 4 11" II 7 13 18 7 7
403 4 9" II 4'-0�� 4�_0�� 4�_��� 4�_��� 4�_���
405 4 6" VI Il 6'-10" 21 6'-10" 31 6'-10" 11 6'-10" 11 6'-10"
406 4 6" VIII 7 8'-10" 7 13'-10" 7 18'-10" 7 8'-10" 7 8'-10"
407 4 9" II 5'-10" 10'-10" 15'-10" 5'-10" 5'-10"
408 4 12" II 3 6'-10" 3 11'-10" 3 16'-0" 3 11'-10" 3 16'-0"
409 4 8" II 6 5'-10" 6 10'-10" 6 15'-10" 6 10'-10" 6 15'-10"
410 4 11" VII 3 3
411 4 11" II 3 5'-2" 3 10-2"
412 4 11" II 3 2'-9" 3 2'_9"
413 4 9" II 7 10'-10" 7 15'-10"
501 5 5�/z" IV 11 3'-4" 22 3'-4" 33 3'-4" 22 3'-4" 33 3'-4"
502 5 5�/Z" III 11 11'-5" 17 11'-5"
503 5 5%Z" II 5 3'-6" i6 3'-6" 27 3'-6" 6 3'-6" 6 3'-6"
504 5 5�/z" IX 5 8'-4"
601 6 2�/2" V 2 8'-10" 2 8'-10" 2 8'-10" 2 8'-10" 4 8'-10"
8C8.5 1 5'-10" 1 10'-10" 1 15'-10" 1 10'-10" 1 15'-10"
2 BARS� 1 RO�S - 4 BMS� 3 RODS - 8 BPRS� 5 RODS - 4 BPRS� 3 R�DS - B BMS� 5 RODS -
� VARIABLE REFER TO 7ABLE TWO. � ll
� INCLUDE #4,18 IN.BARS (SEE CHANNEL LAYOUT). REGULAR INLETS DROP BOX INLETS
TABLE ONE � BAR LIST FOR CURB INLETS, TYPE "R"
N0. REQ'D. N0. REQ'D.
LENGTH L= 5 FT. L= 10 FT. L= 15 FT.
"H" REGULAR DROP BOX CONC. STEEL CONC. STEEL CONC. STEEL
401 402 410 403 407 403 407 CU. YDS. LBS. CU. YDS. LBS. CU. YDS. LBS.
3'-0" 2'-S" 1'-S" 10 7 3.2 285 5.3 497 7.4 706
3'-6" 3'_2" 2'_2" 10 7 3.4 305 5.7 528 7.9 747
4'-0" 3'-8" 2'-8" 12 9 3.7 326 6.0 559 8.4 786
4'-6" 4'-2" 3'-2" 12 9 3.9 334 6.4 571 8.8 803
5'-0" 4'-8" 3'-8" 14 11 4.1 354 6.7 602 9.3 844
5'-6" 5'-2" 4'-2" 3'-5" 16 13 15 6 4.4 375 6.0 607 7.4 850
6'-0" 5'-8" 4'-8" 3'-Il" I6 13 I6 6 4.6 382 6.2 616 7.6 860
6'-6" 6'-2" 5'-2" 4'-5" 18 15 18 8 4.8 402 6.4 637 7.8 880
7'_0" 6'_8" 5'-8" 4'-11" 20 17 19 10 5.0 423 6.6 654 8.0 897
7'-6" 7'-2" 6-2" 5'-5" 20 17 20 10 5.3 430 6.9 664 8.3 907
8'-0" 7'-8" 6'-8" 5'-11" 22 19 22 12 5.5 451 7.1 684 8.5 927
8'_6" 8'_2" 7'_2" 6'-5" 24 21 23 14 5.7 471 7.3 702 8.7 944
9'_0" 8'_8" 7'_8" 6'-11" 24 21 24 14 6.0 479 7.6 711 9.0 954
9'-6" 9'-2" 8'-2" 7'-5" 26 23 26 16 6.2 499 7.8 732 9.2 974
10'-0" 9'-8" S'-8" 7'-Il° 28 25 27 18 6.4 520 8.0 749 9.4 992
t0'-6" 10'-2" 9'-2" 8'-5" 28 25 28 18 6.7 527 8.3 759 9.7 1001
11'-0" 10'-8" 9'-8" 8'-11" 30 27 30 20 6.9 547 8.5 779 9.9 1022
NOTES: FOR L= 5 FT., L=10 FT., AND L=15 FT.
REGULAR INLETS:TOTAL QUANTITIES NEEDED ARE OUTSIDE THE HEAVY BLACK LINE.
DROP BOX INLETS:TOTAL QUANTITIES NEEDED ARE INSIDE THE HEAVY BLACK LINE.
STEEL WEIGHTS DO NOT INCLUDE STRUCTURAL STEEL CHANNEL.
TABLE TWO � BARS AND QUANTITIES VARIABLE WITH "H"
Com uter File Information Sheet Revisions
Creation Date: 07/31/19 Date: Comments
Designer Initials: JBK R-X
Last Modificotion Date: 07/31/19 R-X
Detailer Initials: LTA R-X
CAD Ver.: MicroStation VB Scale: Not to Scale Units: Enqlish R-X
Sheet Revisions Colorado Department of Transportation CURB INLET STANDARD PLAN NO.
Date: Comments 2g2g West Howard Place
R-x CDOT Ho, 3rd Floor M-604-12
R-x �� Denver, co aozoa TYPE R Standard Sheet No. 1 of 2
R-X
Phone:303-757-9021 FAX:303-757-9868
R-X Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number:
PLAN VIEW
CONCRETE BLOCK
AVEL FILTER
PROX. 3/4 IN. DIA.)
AREA INLET
� NAiH GRATE
GRAVEL FlLTER
WIRE SCREEN
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APPROXIMATELY
4 IN. X 4 IN. TRENCH
14"
16"
PLAN
PIPE DIMENSIONS
I. D.
IN. IN_ IN. I��N. 1N. �_
12 5 1/2 23 49 7'[ 24
15 7 26 47 73 29
�g 11 1/2 26 48 %a 36
24� 12 43 54 97 48
30 17 -�3 43 96 60
36 18 60 37 97 71
42 24 6"� 36 97 78
48 28 70 Zg 98 84
sa z� es 3s �o0 90
60 36 58 40 96 96
�2 �a � 2 �5 z� �E �oa
r— c --�— B E
DIA. �
� TA t;
I _ D� I �E�
E
SECTION X—X END VIEW
END SECTION FOR REINFORCED CONCRETE
CIRCULAR PIPE
F � ----- I F
� PLAN E �
--- �
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1 RIS�
TA L
D � I SPAN�
SECTION F—F END VIEW
EOUIVALENT NOMINAL QN.) DIMENSIONS iNC:�ES
CIRCULAR
DIAM. (IN.) SPAN RISE A B C 0 E
8 1 39 33 48
30 38 24 9 1/2 54 i8 �Z 60
36 45 29 11 1 8 60 24 8d 72
42 53 34 15 /4 60 38 96 78
48 60 38 21 60 36 96 84
54 68 43 25 1 2 60 36 9F� 90
END SECTtON FOR REINFORCED �u
CONCRETE ELLIPTICAL PIPE
GENERAL NOTES:
L RE`✓iSED CDOH M-603-10
2. CONCRETE END SECTIONS ARE TO f'E
FURNISHED WITH TOUGE OR GROOVL AS
REQUIRED.
3. INSIDE CONFIGURATION AND JOINT OF CONCREIE
END SECTION AND PIPE SHALL MATCH.
4. CONCRETE PIPE JOINT FASTENERS, WHERE SHOVdfJ
ON PLANS, SHALL BE WSTALLED SO THAT A MINIf�1UM
OF 15 LINEAR FEET OF THE OUTLET END OF THE
ARE MECHANICALLY LOCKED TOGETHER. END SECTION
LENGHTS, WHEN USED, WILL DE INCLUDED IN THE
15 I_.F. REQUIRED.
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F1� s iN. T
L T ���. � 1
3/4 IN. GFlL'JANIZEO ANCHOR BOLTS, NUTS AND 1NASI-IERS,
hllLG STEEL ASTM A 307. ROD LUG SHALL BE COATEC
wirH ron�-Ta� EPoxv �niNT oR aaaRovEo Eoua�.
60'Max 30' Min.
DIAMETER F ��,
13 iPd. — 30 IN_ � IIV.
�6 IIV. — 42 IN. 6 IN.
�� IN. — b0 IN. 7 IN.
72 IN. — 84 IN.9 IN.
LnCATION OF 7 IN.
UiA. HOLcS
CONCRETE JOINT
FASTENER.
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SECTION F—F
� 0"�SEE FIGURE 1 OF A4SI-ITC
�+� zos r-oR acru�a� srzes
RI$E
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—SPA
END VIEW
EQUIVALENT NOMINAL (IN.) DIMENSIONS (INCh't�;
CIRCULAR �"'�
DIAM. (IN.) SPAN RISE A 8 C D E
24 29 18 8 t/2 39 33 72 48
30 36 22 9 1 2 50 q 96
36 43 27 11 1�8 60 35 96 ��
42 50 37 15 3/4 60 36 96 7&+
48 58 36 21 60 36 96 ���
54 65 40 25 1/2 60 36 96 9�
�C1 72 qq 30 60 36 96 56
'2 86 Sq 31 60 3� 99 120
END SECTION FOR REINFORCED
CONCRETE ARCH PIPE
CON CRETE EN D SECTI ON S
� CITY OF APPROVED:
�Y �►w, . FORT COLLINS STORMWATER
�,�',,�0 '� �.V��II1S Fa� o�an�ssco. CONSTRUCTION DETAILS DATE: 01/31/01
(970) zzi-svoo DRAWN BY: NBJ
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EDGE OF
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METAL SIDEWALK CULVERT FOR VERT.
�+..�� CITY OF
�""7 � . FORT COLLINS
� ����ns UTILITIES
FORT COLLINS, C0.
(970) 221-6700
DETAIL
D-15
CLASS A BEDDING CLASS B BEDDING
� TRENCH WIDTH AS SPECIFIED � � TRENCH WIDTH AS SPECIFIED �
LOWER LIMIT OF � 1p ��� MIN. LOWER LIMIT OF � �2 �N, MIN.
TRENCH WALL TRENCH WALL �;
SLOPE SLOPE
DENSELY � ���
COMPACTED � DENSELY I
MATERIAL � PIPE O.D. COMPACTED + PIPE O.D.
MATERIAL I
1/4 PIPE O.D. � COMPACTED
PIPE O.D. + 8 IN: -� CONCRETE I� � GRANULAR ��g pIPE O.D.�
MATERIAL OR 4 IN. MIN.
t/8 PIPE O.D.
OR 6 IN. MIN.
CLASS C BEDDING ROCK EXCAVATION
� TRENCH WIDTH AS SPECIFIED � � TRENCH WIDTH AS SPECIFIED �
LOWER LIMIT OF ��� �' � LOWER LIMIT OF � �
TRENCH WALL 12 IN. MIN. 7}ZENCH WALL 12 IN. MIN.
SLOPE SLOPE
DENSELY �
COMPACTED I UNIFORMLY PiPE O.D.
MATERIAL + t PIPE O.D. GRADED ROCK OR
1/4 PIPE O.D. � COMPACTED �
SELECTED GRADED
} GRANULAR MATERIAL
COMPACTED � �
GRANULAR 1/8 PIPE O.D.J 6 IN. MIN. J
MATERIAL OR 4 IN. MIN.
UNSTABLE SUBGRADE SUBDRAIN DETAIL
TRENCH WIDTH AS SPECIFIED TRENCH WIDTH AS SPECIFIED
� � LOWER LIMIT OF � �
� TRENCH WALL f
LOWER LIMIT OF t2 IN. MIN. SLOPE -�
TRENCH WALL �
SLOPE DENSELY
COMPACTED
COMPACTED � BACKFILL
GRANULAR OR �
UNIFORM GRADED GRAVEL
MATERIAL FILTER
4 IN. MIN. `'''
PERFORATED OR ��c ,
6 IN. MIN. SLOTTED PIPE
FILTER
1 1�2 IN. i�_�a-r _„'��,�`;--- �a � MATERIAL
ROCK
NOTES:
LARGE STONES, 1, TRENCH WIDTHS SHALL BE AS SPECIFIED ON PLANS.
BROKEN CONCRETE, ETC.
(IF REQUIRED) 2. REFER TO THE STORM SRAINAGE CONSTRUCTION STANDARDS,
SECTION 6, "BEDDING MATERIALS" FOR GRADATIONS.
STORMWATER BEDDING REQUIREMENTS
� CITY OF APPROVED:
��Y . FORT COLLINS STORMWATER DETAIL
� C�l�ns UTILITIES DATE: 1/12/00 D_�
/-�� Fox�r coia.n�rs, co. C 0 N S TR U C TI 0 N D E TA I LS
(970) 221-8700 DRAWN BY: SKC
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(TYP. )
BACK OF CUf"'
EDGE OF STREEZ
5/$" GALV. STEEL PLATE
2'
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— 3"x2"x%$" GALV. ANGLE
SEE DETAIL 1
VARIES �°._s , ,..�.
ND WALK�6" ON
I SIDES O WALK
VARIES VARIES
1' ° �, ` .
2 2
3� I
SECTION B-B
2' DEPRESSED GUTTER
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O.C.
SECTION C-C
CURB �C GUTTER AND DETACHED SIDEWALK
STORMWATER
CONSTRUCTION DETAILS
5/$" GALV.
STEEL PLATE
3"x2"x%$"
GALV. ANGLE
APPROVED:
DATE: 7/30/2013
DRAWN BY: D. MOGEN
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DETAIL 1
%$" BRASS SCREW
18 O.C. WITH
COUNTERSUNK HEAD
FLUSH WITH PLATE
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ANCHOR
18 O.C.
OUTFALL TO CURB
DETAIL
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
204 of 216
S ECTI O N A-A
POND ID O O O O O O O O
POND D 4996.25' 4998.75' 2.50' 4998.75' 4996.25' 1- 18" RCP 4.00' 4.00'
INTERIM POND 427 4987.00' 4989.25' 2.50' 4990.25' 4987.00' 1- 18" RCP 4.00' 4.00'
INTERIM SWALE POND 4995.00' 4996.25' 1.25' 4997.25' 4995.00' 1- 18" RCP 4.00' 4.00'
PREFABRICATED BAR GRATING, CROSS
BARS @ 4" O.C., BEARING - " -- ' " "�" -' "
3/16
WQCV ORIFICE
PLATE AND TRASH RACK
(SEE DETAIL THIS SHEET)
PLAN VIEW
GRATING (WITH HINGED
SECTIONS, EACH SECTION
NOT TO EXCEED 5 FEET
IN LENGTH)
100-YEAR WATER SURFACE ELEVATION
WQCV WATER SURFACE ELEVATION
/
8" WALL TYP.
�
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WQCV ORIFICE
PLATE AND TRASH RACK -
(SEE DETAIL THIS SHEET)
#4 BARS @ 12" CTRS. EA. WAY
TYP. FOR WALLS AND FLOOR -
100-YEAR RESTRICTOR PLATE OPENING
CROSS SECTION
FINISHED GRADE
�_
- OUTLET PIPE
SIZE = OF
DETENTION POND OUTLET (INTERIM POND 427 AND INTERIM
SWALE POND)
STAN DARD
CONSTRUCTION DETAILS
TOP OF WALL
3/8" THICK HOT DIPPED
GALVANIZED ORIFICE PLATE.
FASTEN TO WALL WITH 3/8" DIA.
EXPANSION BOLTS
12" MAX
PLACE 1 ST HOLE
AT BOTTOM OF
PLATE
ORIFICE PLATE _
PER DETAIL
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SCALE: SHEET
N.T.S. 1 OF 2
#4 BARS @ 12" CTRS. EA. WAY SECURE ORIFICE PLATE TO
TYP. FOR WALLS AND FLOOR WALL WITH 3/8" BOLTS
GRATE (TOP FLUSH W/ TOP OF STRUCTURE)
-1 1/2" DEEP BY 2 1/2" WIDE
GRATE SUPPORT LEDGE
FORMED IN CONCRETE WALLS
BASE SLAB ��
(6" MIN.)�
(24" MIN.)
SECURE HINGE
PLATE TO WALL
WITH 3/8" BOLTS
SECTION "A - A"
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GRATE SUPPORT LEDGE
FORMED INTO STRUCTURE WALL
1/4" STEEL
HINGE PLATE
1" BAR WELDED
TO GRATING -
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NOTCH GRATING
TO CLEAR HINGE
PROJECTION
HINGE DETAIL
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1. ALL METAL PARTS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL
SHALL BE HOT DIP GALVANIZED AND MAY BE PAINTED AFTER GALVANIZING.
2. MINIMUM CONCRETE MIX SHALL BE 5 1/2 SACK, 3000 PSI. CONCRETE TO BE
REINFORCED WITH #4 BARS 12" O.C. EACH DIRECTION. 1" CHAMFER ON ALL
EXPOSED CORNERS OF WALLS.
T�WN I�ETENTI�N ��NL� ��JTLET -TY�E I�
�F
WI NI�t3� STANDA�I� ��tovE�: SCALE:
�L�7��A��] �UN�T�UGTIC�N �ETAILS �aTE: �2-�-0� N.T.s.
DRAW N BY: WRA
RESTRICTOR PLATE
ELEV. = D
18"� PIPE IN WALL BE�
RESTRICTOR PL
POND A B C D
POND D 4996.25' 0.62' 2.50' 4996.25'
INTERIM POND 427 4987.00' 0.77' 3.25' 4990.25'
INTERIM SWALE POND 4995.00' 0.34' 5.00' 5000.00'
POND A B C D E NUMBER OF ROWS NUMBER OF COLUMNS
INTERIM POND 427 1.92" 6.00" 2.50' 4.00' 1.50' 5 1
INTERIM SWALE POND 1.33" 4.00" 1.25' 4.00' 1.50' 4 1
SECTION B-B
100-YEAR RESTRICTOR PLATE DETAIL
SHEET
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SECTION A-A
WATER QUALITY ORIFICE PLATE AND TRASH RACK DETAIL
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PROJECT INFORMATION
ENGINEERED PRODUCT
MANAGER
ADS SALES REP
PROJECT NO.
.
Advanced Drainage Systems, Inc.
��� 0, �
SiteAssist' A
FOR STORMTECM ,•'
INSTALL4TION INSTRUCTION:: ❑
VISITOURAPP � � .�
MONTAVA PHASE D LID 1
FORT COLLINS, CO, USA
MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM
1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE
COPOLVMERS. ' 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"-
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS:
WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. .
STONESHOOTERLOCATED OFFTHECHAMBERBED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • F T I X A 7 I AVA7 R.
BACKFlLL ROM OU S DE THE E C VA ION US NG A LONG BOOM HOE OR EXC O
IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAM6ERS. THE STRUCTURAL BACKFILL, AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPEGFlED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE.
LONG-DURATION DEAD LOADS AND 2 SHORT-DURATION LNE LOADS BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
� � 6. MAINTAIN MINIMUM -6" (750 mm) SPACING BETWEEN THE CHAMBER ROWS.
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND AI.LOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.
"STAN�ARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3
LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<t MIN) AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2) OR t14.
MAXIMUM PERMANENT p5-VR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (7-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACING.
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING. CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING �0. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
STACKING IUGS.
ENGINEER.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3".
i i. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUOSURFACE
• TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
GREATER THAN OR E UAL TO 450 L85/PT/%. THE ASC IS DEFWED IN SECTION 6.2.8 OF ASTM F2418. AND b TO RESIST CHAMBER
� o )
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE 73` F/ 23° C CHAMBERS SHALL 8E PRODUCED
c ), NOTES FOR CONSTRUCTION EQUIPMENT
FROM REFLECTIVE GOLD OR YELLOW COLORS.
1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE "STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"-
8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED. UPON RE�UEST BV THE SITE DESIGN
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
DELNERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS.
• THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
• THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E AL TO 1.95 FOR WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
�U
DEAD LOAD AND 1.75 FOR LIVE LOAD. THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • `NEIGHT LIMI75 FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING.
EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH' METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTV.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT.
COVER PIPE CONNECTION TO END
CAP WI7H ADS GEOSVN7HETICS 601T
NON-WOVEN GEOTEXTILE
��.�
STORMTECH HIGHLV RECOMMENDS I LL �-,,;='���
FLEXSTORMINSERTSIN ANYUPSTREAM
STftUCTURES WITH OPEN GRATES `
ELEVATED BYPASS MANIFOLD � _
SUMP DEPTH T80 BY
SITE �ESIGN ENGINEER NYLOPLAST
(24" [600 mm� MIN RECOMMENDED)
INSTALL FIAMP ON 24° (600 mm) ACCESS PIPE
PART#:MCFLAMP
MG3500 CHAMBER � OPTIONAL INSPECTION PORT
�'�� _ _ _ ' _ . - _ .. �' i . .
MC-3500 END CAP
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24' (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORV PARTIAL CUT END CAP PART #:
MC35001EPP24BC OR MC35001EPP24BW
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
INSPECTION 8 MAINTENANCE
STEP 1 � INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS QF PRESENT)
A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FL45HLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. IOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED 70 STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
62. USING A FLASHLIGHT. INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE
8.3. IF SEDIMENT IS AT, OR ABOVE. 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS
A. A FIXED CULVER7 CLEANING NOZZLE WI7H REAR FACING SPREAD OP 4S (1.1 m) OR MORE IS PREFERRED
B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN
C. VACUUM STRUC7URE SUMP AS REQUIRED
STEP 3 REPLACE ALL COVERS. GR4TES FILTERS AND LIDS� RECORD OBSERVATIONS AND ACTIONS.
) � .
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
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CONCEPTUAL ELEVATIONS:
PARTTYPE
CATEO END CAP
DIAMETER (24.00" SUMP MIN)
'INVERT ABOVE BASE OF CHAMOER
DESCRIPTION NVERT MN( FLOW -
35001EPP248C / NP OF ALL 24" BOTTOM p
S 2.06" ¢ ?
J Z x
IEPPI2T / TVP OF ALL 12" TOP CONNECTIONS 26.36" a�
35001EPP128 / TVP OF ALL 12' BOTTOM CONNECTIONS 1.35' � � z�w o
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NOTES
� f �� ; PLACE MINIMUM 17.50' OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING • MANIFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.
�. :� STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS. IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD
�'�: CHAMBER INLET ROWS COMPONENTS IN THE FIELD. \
t„ _ • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITV. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING SHEET
BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS
PROVIDED.
• NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7
MC-3500 TECHNICAL SPECIFICATION
NTS
VALLEY 86.0"(2164 mm)
STIFFENING RIB CREST INSTALLED
CREST WEB
STIFFENING RIB � ^ � LOWER JOINT �
CORRUGATION
FOOT
12' (300 mm) MIN INSERTION
MANIFOLD STUB
MANIFOL� HEADER �
�
72" (300 mm)
MIN SEPARATION �
MC-SERIES END CAP INSERTION DETAIL
NTS
,r STORMTECHENDCAP
12" (300 mm)
MIN SEPARATION
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MANIFOLD HEADER
' 1
I I'1 I MANIFOLD STUB
� 12" (300 mm)
MIN INSERTION
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT W END CAP OPENING.
� UPPERJOINTCORRUGA710N
BUILD ROW IN THIS DIRECTION b
I-
a5.0" a5.0' �
(1143 mm) (1143 mm)
L �� � ��
�77.0" �
(1956 mm) 75.0"
(� 905 mm)
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0' (1956 mm X 1143 mm X 2184 mm)
CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m')
MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m')
WEIGHT 1341bs. (60.8 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 222' (1905 mm X 1143 mm X 56M1 mm) ��
END CAP STORAGE 14.9 CUBIC FEET (0.42 m') ��
MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o
WEIGH7 491bs. (22.2 kg) F ;
i N
'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6' SPACING BETWEEN � o�
CHAMBERS, 6" (752 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40 % STONE POROSITY � _ �n o
� � � rs
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" B � T _-
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" ��
END CAPS WITH A WELDED CROWN PLATE END WITH "C' -
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" � L �
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CUSTOM PRECORED INVERTS ARE �� �
AVAILABLE UPON REQUEST. � �
INVENTORIED MANIFOLDS INCLUDE Q= m -
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm) -
ECCENTRIC MANIFOLDS. CUSTOM � �
INVERT IOCATIONS ON THE MG3500 � o
ENO CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SRES �'
GREATER THAN 70' (250 mm). THE \ � o
INVERT LOCATION IN COLUMN'B' _
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. SHEET
50F6
PART # STUB B C
MC35001EPPO6T 33.21'(844 mm) -
6' (150 mm)
MC35001EPPO6B - 0.66" (17 mm)
MC35001EPP08T 31.18' (791 mm) -
8' (200 mm)
MC35001EPP08B - 0.81" (21 mm)
MC35001EPP10T 29.04' (738 mm) -
10' (250 mm)
MC35001EPP10H -- 0.93" (24 mm)
I PP1 26.36" 670 mm
MC3500 E 2T
i )
12' (300 mm)
MC35001EPP12B - 1.35" (34 mm)
MC35001EPP15T 23.39"(594 mm) -
15' (375 mm)
MC35001EPP15B -- 1.50' (38 mm)
MC35001EPP18TC 20.03" (509 mm) -
MC35001EPP18TW �g• (qsp mm)
MC35001EPP188C _ 1,77^ (q5 mm)
MC35001EPP18BW
MC35001EPP24TC 14.48' (368 mm) -
MC35001EPP24TYV Zq• (600 mm)
MC35001EPP248C __ 2.06" (52 mm)
MC35001EPP24BW
MC35001EPP308C 30' (750 mm) --- 2.75" (70 mm)
NOTE: ALI. DIMENSIONS ARE NOMINAL
90.0" (2286 mm)
ACTUALLENGTH
222'
(564 mm)
INSTALLED
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1 (653 mm) f
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ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
MATERIAI LOCATION DESCRIPTION �SHTO MATERIAL COMPACTION / DENSITY REQUIREMENT
CLASSIFICATIONS
FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
p LAVER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
GR4DE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS.
LAVER
AASHTO M145'
INITIAL FILL: FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES, <35 % FINES OR A-1, A-2-0, A3 BEGIN COMPACTIONS AFTER 24' (600 mm) OF MATERIAL OVER
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
C OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL� GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR
LAYER.
LAYER. AASHTO M43' PROCESSEDAGGREGATE MATERIALS.
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
EMBEDMENT STONE: FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN. CRUSHED. ANGUUIR S50NE N�SHTO M43'
B FOUNDATION STONE ('A' LAYER) TO THE'C LAYER ABOVE. OR RECYCLED CONCRETE 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED.
FOUNDA710N STONE: FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43'
A THE FOOT (BOTTOM) OF THE CHAMBER. OR RECVCLED CONCRE7E5 3, 357, 4, 467, 5, 56, 57 P�TE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE"
PLEASE NOTE.-
1. THE LISTED AASHTO �ESIGNATIONS ARE FOR GRADATIONS ONLV. THE STONE MUST ALSO BE CLEAN CRUSHED ANGUTAR. FOR EXAMP�E A SPECIFICATION FOR #4 STONE WOUID STATE: "CIEAN CRUSHED ANGULAR NO. 4 AASHTO M43 STONE".
( )
2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9" 230 mm MAX LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR.
c �� �
3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
4. ONCE LAYER'C' IS PLACED, ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620 "RECYCLED CONCRETE STRUCTURAL BACKFILL".
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAVERS
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END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENTLAVER(DESIGNED
� BY SITE DESIGN ENGINEER)
�
iNs.'ro eonwn or v«aai.Nc raan v� Tc�i;s�rnnr ocwre. (2.4 m
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� (450 mm) MIN' M�
12" (300 mm) MIN
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"THIS CROSS SECTION DETAIL REPRESENTS
v �,
45"
^ �t (
II�N j�� (1140 mmJ MINIMUM RE�UIREMENTS FOR INSTALLATION.
I PLEASE SEE THE LAVOUT SHEET 5 FOR
��. �� . Y '�i . ( )
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PROJECT SPECIFIC REQUIREMENTS.
II
- �� �
-� DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" 230 mm MIN
( )
6 � �7" � 1950 mmj 12" (300 mm) MIN
�150 mm) MIN
NOTES:
1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLVPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS" CHAMBER CLASSIFICATION 45x16
DESIGNATION SS.
2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
. 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL. INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURINC� INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALI NOT BE LESS THAN 3".
• TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�. THE ASC IS DEFWED IN SECTION 62.8 OF
ASTM F2418. AND D) TO RESIST CHAMBER DEFORMATION DURWG INSTALLATION AT ELEVATED TEMPERATURES (A80VE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW
COLORS.
NYLOPLAST DRAIN BASIN
NTS
INTEGRATED DUCTILE IRON
FRAME 8 GRATE/SOLID TO
MATCH BASIN O.D.
12" (670 mm) MIN
(FOR AASHTO H-20)
INVERT ACCORDING TO
PLANS/TAKEOFF ,�
VARIOUS TVPES OF INLET AND
OUTLET ADAPTERS AVAILABIE:
4-30" (100-750 mm) FOR
CORRUGATED HDPE
WATERTIGHTJOINT
(CORRUGATED HDPE SHOWN)
�'
e000��
A
18" (457 mm)
MIN WIDTH
- AASHTO H-20 CONCRETE SLAB
_ e" (203 mm) MIN THICKNESS
TRAFFIC LOADS: CONCRETE DIMENSIONS
ARE FOR GUIDELINE PUPOSES ONLV.
ACTUAL CONCRE7E SLAB MUST BE
DESICaNED GIVING CONSIDERATION FOR
LOCAL SOIL CONDITIONS TRAFFIC LOADING
8 OTHER APPLICABLE DESIGN FACTORS
ADAPTER ANGLES VARIABLE 0"- 360°
ACCORDING TO PLANS
_ VARIABLE SUMP DEPTH
ACCORDING TO PLANS
[6' (152 mm) MIN ON &24" (200-600 mm),
- 10" (254 mm) MIN ON 30' (750 mm)j
4" (102 mm) MIN ON &24' (200.600 mm)
6" (152 mm) MIN ON 30' p50 mm)
BACKFILL MATERIAL BELOW AND TO SIDES
OF STRUCTURE SHALL BE ASTM D2321
CL4SS 1 OR II CRUSHED STONE OR GRAVEL
AND BE PLACED UNIFORMLY IN 12" (305 mm)
LIFfS AND COMPACTED TO MIN OF 90 %
NOTES
7. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536
GRADE 70-50-05
2. 7230" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05
3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212
FOR CORRUGATED HDPE (ADS 8 HANCOR DUAL WALL) 8 SDR 35 PVC
5. FOR COMPLETE DESIGN AND PRODUCT INFORMATIOM WWW.NYLOPLAST-US.COM
6. TO ORDER CALL: 500-821�6710
A PART # GRATE/SOLID COVER OPTIONS
8" PEDESTRIAN LIGHT STANDARD LIGHT
2808AG SOLID LIGHT DUTV
200 mm
( DUTY DUTV
�
70' PEDESTRIAN LIGHT STANDARD LIGHT
2810AG SOLID LIGHT DUTV
(250 mm) OUTY DUTV
12" PE�ESTRIAN STAN�ARD AASHTO SOLID
(300 mm) 281�'�' AASHTO H-10 H-20 AASHTO H-20
15' 2815AG PEDESTRIAN STANDARDAASHTO SOLID
(375 mm) AASHTO H-10 H-20 AASHTO H-20
18" PEOESTRIAN STANDARDAASHTO SOLID
(450 mm) 281�'�' AASHTO H-10 H-20 AASHTO H-20
24' PEOESTRIAN STANDARD AASHTO SOLID
2824AG
(600 mm) AASHTO H-10 H-20 AASHTO H-20
30" Zg30AG PEOESTRIAN STANDARD AASHTO SOLID
�750 mm) AASHTO H-20 H-20 AASHTO H-20
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
ONE LAVER OF AOSPLU5125 WOVEN GEOTEXTILE BEN/EEN
FOUNDATION STONE AND CHAMBERS
825' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
SHEET
206 of 216
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ENGINEERED PROJECT INFORMATION
MANAGER
ADS SALES REP
PROJECT NO.
�
Advanced Drainage Systems, Inc.
��� 0, �
SiteAssist' A
FOR STORMTECM ,•'
INSTALL4TION INSTRUCTION:: ❑
VISITOURAPP � � .�
MONTAVA PHASE D LID 2
FORT COLLINS, CO, USA
MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM
1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE
COPOLVMERS. ' 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"-
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS:
WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. .
STONESHOOTERLOCATED OFFTHECHAMBERBED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • F T I X A 7 I AVA7 R.
BACKFlLL ROM OU S DE THE E C VA ION US NG A LONG BOOM HOE OR EXC O
IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAM6ERS. THE STRUCTURAL BACKFILL, AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE.
LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LNE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM - 6" (750 mm) SPACING BETWEEN THE CHAMBER ROWS.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND AI.LOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.
"STAN�ARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3
LOAD CONFIGURATIONS SHALL INCLUDE: 1 INSTANTANEOUS <t MIN AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2
� ( � � OR t14.
MAXIMUM PERMANENT 75-VR COVER LOAD AND 3 ALLOWABLE COVER WITH PARKED 7-WEEK AASHTO DESIGN TRUCK.
( ) ) ( )
7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACING.
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING. CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING �0. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
STACKING IUGS.
ENGINEER.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3".
i i. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUOSURFACE
• TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
GREATER THAN OR E�UAL TO 450 L85/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE 73` F/ 23° C CHAMBERS SHALL 8E PRODUCED
c ), NOTES FOR CONSTRUCTION EQUIPMENT
FROM REFLECTIVE GOLD OR YELLOW COLORS.
1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE "STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"-
8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED. UPON RE�UEST BV THE SITE DESIGN
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS.
• THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
• THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
DEAD LOAD AND 1.75 FOR LIVE LOAD. THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO
• WEIGHT LIMI75 FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING.
EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH' METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTV.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT.
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSVNTHETICS601TNON-WOVENGEOTEXTILE �
STORMTECH HIGHLV RECOMMENDS
FLEXSTOftMINSERTSIN ANY UPSTREAM � -
STRUCTURES WITH OPEN GRATES �.
O �^ni
SUMP DEPTH TBD BV
SITE DESIGN ENGINEER
(24' �600 mm] MIN RECOMMENDED)
INSTALL FL4MP ON 24" (600 mm) ACCESS PIPE
PART#:MCFLAMP
MC 3500 CHAMBER OPTIONAL INSPECTION PORT
�T/` _ _._ _ _�:-"1��.-�� i�JJ�`l7�
.____-_'j--f- .
MC-3500 END CAP
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24' (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORV PRE-CORED END CAP
PART#: MC35001EPP248C OR MC35001EPP24BW
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
INSPECTION 8 MAINTENANCE
STEP 1 � INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FL45HLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. IOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
62. USING A FLASHLIGHT. INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE
8.3. IF SEDIMENT IS AT, OR ABOVE. 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS
A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S (1.1 m) OR MORE IS PREFERRED
B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN
C. VACUUM STRUC7URE SUMP AS REQUIRED
STEP 3 REPLACE ALL COVERS. GR4TES FILTERS AND LIDS� RECORD OBSERVATIONS AND ACTIONS.
) � .
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
N 5
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CONCEPTUAL ELEVATIONS:
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. (SEE DEfAIL)
NOTES
� f �� ; PLACE MINIMUM 17.50' OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING • MANIFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.
�. :� STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS. IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD
�'�: CHAMBER INLET ROWS COMPONENTS IN THE FIELD. \
t„ _ • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITV. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING SHEET
BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS
PROVIDED.
• NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7
MC-3500 TECHNICAL SPECIFICATION
NTS
VALLEY 86.0"(2164 mm)
STIFFENING RIB CREST INSTALLED
STIFFENING RIB � ^ � COVRRUGAT ON �
FOOT
12' (300 mm) MIN INSERTION
MANIFOLD STUB
MANIFOL� HEADER �
�
72" (300 mm)
MIN SEPARATION �
MC-SERIES END CAP INSERTION DETAIL
NTS
,r STORMTECHENDCAP
12" (300 mm)
MIN SEPARATION
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� 12" (300 mm)
MIN INSERTION
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT W END CAP OPENING.
PARTTYPE
CATEO END CAP
CATED END CAP
CATED END CAP
'INVERT ABOVE BASE OF CHAMOER
DESCRIPTION NVERT MN( FLOW N -
35001EPP248C / NP OF ALL 24" BOTTOM 2,06" O
S <_
IEPP24TC / TVP OF ALL 24' TOP CONNECTIONS 74.48' -
35001EPP188C / NP OF ALL 18' BOTTOM � ��„ � � z��
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89.07'
� UPPERJOINTCORRUGA710N
BUILD ROW IN THIS DIRECTION b
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a5.0" a5.0' �
(1143 mm) (1143 mm)
L �� � ��
�77.0" �
(1956 mm) 75.0"
(� 905 mm)
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0' (1956 mm X 1143 mm X 2184 mm)
CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m')
MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m')
WEIGHT 1341bs. (60.8 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 222' (1905 mm X 1143 mm X 56M1 mm) ��
END CAP STORAGE 14.9 CUBIC FEET (0.42 m') ��
MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o
WEIGH7 491bs. (22.2 kg) F ;
i N
'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6' SPACING BETWEEN � o�
CHAMBERS, 6" (752 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40 % STONE POROSITY � _ �n o
� � � rs
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" B � T _-
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T" ��
END CAPS WITH A WELDED CROWN PLATE END WITH "C' -
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" � L �
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CUSTOM PRECORED INVERTS ARE �� �
AVAILABLE UPON REQUEST. � �
INVENTORIED MANIFOLDS INCLUDE Q= m -
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm) -
ECCENTRIC MANIFOLDS. CUSTOM � �
INVERT IOCATIONS ON THE MG3500 � o
ENO CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SRES �'
GREATER THAN 70' (250 mm). THE \ � o
INVERT LOCATION IN COLUMN'B' _
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. SHEET
50F6
PART # STUB B C
MC35001EPPO6T 33.21'(844 mm) -
6' (150 mm)
MC35001EPPO6B - 0.66" (17 mm)
MC35001EPP08T 31.18' (791 mm) -
8' (200 mm)
MC35001EPP08B - 0.81" (21 mm)
MC35001EPP10T 29.04' (738 mm) -
10' (250 mm)
MC35001EPP10H -- 0.93" (24 mm)
I PP1 26.36" 670 mm
MC3500 E 2T
i )
12' (300 mm)
MC35001EPP12B - 1.35" (34 mm)
MC35001EPP15T 23.39"(594 mm) -
15' (375 mm)
MC35001EPP15B -- 1.50' (38 mm)
MC35001EPP18TC 20.03" (509 mm) -
MC35001EPP18TW �g• (qsp mm)
MC35001EPP188C _ 1,77^ (q5 mm)
MC35001EPP18BW
MC35001EPP24TC 14.48' (368 mm) -
MC35001EPP24TYV Zq• (600 mm)
MC35001EPP248C __ 2.06" (52 mm)
MC35001EPP24BW
MC35001EPP308C 30' (750 mm) --- 2.75" (70 mm)
NOTE: ALI. DIMENSIONS ARE NOMINAL
90.0" (2286 mm)
ACTUALLENGTH
222'
(564 mm)
INSTALLED
�
I 25.7" I
1 (653 mm) f
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ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
MATERIAI LOCATION DESCRIPTION �SHTO MATERIAL COMPACTION / DENSITY REQUIREMENT
CLASSIFICATIONS
FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
p LAVER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
GR4DE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS.
LAVER
AASHTO M145'
INITIAL FILL: FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES, <35 % FINES OR A-1, A-2-0, A3 BEGIN COMPACTIONS AFTER 24' (600 mm) OF MATERIAL OVER
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
� CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL� GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR
LAYER. AASHTO M43' PROCESSEDAGGREGATE MATERIALS.
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
EMBEDMENT STONE: FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN. CRUSHED. ANGUUIR S50NE N�SHTO M43'
B FOUNDATION STONE ('A' LAYER) TO THE'C LAYER ABOVE. OR RECYCLED CONCRETE 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED.
FOUNDA710N STONE: FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43'
A THE FOOT (BOTTOM) OF THE CHAMBER. OR RECVCLED CONCRE7E5 3, 357, 4, 467, 5, 56, 57 P�TE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE"
PLEASE NOTE.-
1. THE LISTED AASHTO �ESIGNATIONS ARE FOR GRADATIONS ONLV. THE STONE MUST ALSO BE CLEAN, CRUSHED. ANGUTAR. FOR EXAMP�E, A SPECIFICATION FOR #4 STONE WOUID STATE: "CIEAN, CRUSHED, ANGULAR NO. 4(AASHTO M43) STONE".
2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9" 230 mm MAX LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR.
( )( )
3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION FOR STANDARD DESIGN LOAD CONDITIONS A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION E UIPMENT. FOR SPECIAL LOAD DESIGNS CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS. Q
4. ONCE LAYER'C' IS PLACED, ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620 "RECYCLED CONCRETE STRUCTURAL BACKFILL".
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAVERS
� ,.......,. ��,u����� �
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
CAN BE SLOPED OR VERTICAL
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6"(i50mm�MIN --I
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END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENTLAVER(DESIGNED
� BY SITE DESIGN ENGINEER)
�
�ro eonwn or v«e ai.e vnvEMervr. voa uHvnveo
Ns.uun p umr�creanveaommjswnrocwre. (24m
18" �
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12" (300 mm) MIN
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"THIS CROSS SECTION DETAIL REPRESENTS
i �!
45"
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MINIMUM RE�UIREMENTSFORINSTALLATION.
I6
I 1140 mm
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I PLEASE SEE THE LAVOUT SHEET 5 FOR
�. � � Y i ( )
` � ��
=? '�' � �,� PROJECTSPECIFICREQUIREMENTS.
il
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-� DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
6"
� �7" 1950 mml 1" m
I
2 300 m MIN
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�150 mm) MIN
NOTES:
1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLVPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS" CHAMBER CLASSIFICATION 45x16
DESIGNATION SS.
2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
. 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL. INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURINC� INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALI NOT BE LESS THAN 3".
• TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�. THE ASC IS DEFWED IN SECTION 62.8 OF
ASTM F2418. AND D) TO RESIST CHAMBER DEFORMATION DURWG INSTALLATION AT ELEVATED TEMPERATURES (A80VE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW
COLORS.
INTEGRATED DUCTILE IRON
FRAME 8 GRATE/SOLID TO
MATCH BASIN O.D.
NYLOPLAST DRAIN BASIN
NTS
12" (670 mm) MIN
(FOR AASHTO H-20)
INVERT ACCORDING TO
PLANS/TAKEOFF ,�
VARIOUS TVPES OF INLET AND
OUTLET ADAPTERS AVAILABIE:
4-30" (100-750 mm) FOR
CORRUGATED HDPE
WATERTIGHTJOINT
(CORRUGATED HDPE SHOWN)
�'
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A
18" (457 mm)
MIN WIDTH
- AASHTO H-20 CONCRETE SLAB
_ e" (203 mm) MIN THICKNESS
TRAFFIC LOADS' CONCRETE DIMENSIONS
ARE FOR GUIDELINE PUPOSES ONLV.
ACTUAL CONCRE7E SLAB MUST BE
DESICaNED GIVING CONSIDERATION FOR
LOCAL SOIL CONDITIONS TRAFFIC LOADING
8 OTHER APPLICABLE DESIGN FACTORS
ADAPTER ANGLES VARIABLE 0"- 360°
ACCORDING TO PLANS
_ VARIABLE SUMP DEPTH
ACCORDING TO PLANS
[6' (152 mm) MIN ON &24" (200-600 mm),
- 10" (254 mm) MIN ON 30' (750 mm)j
4" (102 mm) MIN ON &24' (200.600 mm)
6" (152 mm) MIN ON 30' p50 mm)
BACKFILL MATERIAL BELOW AND TO SIDES
OF STRUCTURE SHALL BE ASTM D2321
CL4SSIORIICRUSHEDSTONE OR GRAVEL
AND BE PLACED UNIFORMLY IN 12" (305 mm)
LIFfS AND COMPACTED TO MIN OF 90 %
NOTES
7. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536
GRADE 70-50-05
2. 7230" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05
3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212
FOR CORRUGATED HDPE (ADS 8 HANCOR DUAL WALL) 8 SDR 35 PVC
5. FOR COMPLETE DESIGN AND PRODUCT INFORMATIOM WWW.NYLOPLAST-US.COM
6. TO ORDER CALL: 500-821�6710
A PART # GRATE/SOLID COVER OPTIONS
8" PEDESTRIAN LIGHT STANDARD LIGHT
2808AG SOLID LIGHT DUTV
200 mm
( DUTY DUTV
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70' PEDESTRIAN LIGHT STANDARD LIGHT
2810AG SOLID LIGHT DUTV
(250 mm) OUTY DUTV
12" PE�ESTRIAN STAN�ARD AASHTO SOLID
(300 mm) 281�'�' AASHTO H-10 H-20 AASHTO H-20
15' 2815AG PEDESTRIAN STANDARDAASHTO SOLID
(375 mm) AASHTO H-10 H-20 AASHTO H-20
18" PEOESTRIAN STANDARDAASHTO SOLID
(450 mm) 281�'�' AASHTO H-10 H-20 AASHTO H-20
24' PEOESTRIAN STANDARD AASHTO SOLID
2824AG
(600 mm) AASHTO H-10 H-20 AASHTO H-20
30" Zg30AG PEOESTRIAN STANDARD AASHTO SOLID
�750 mm) AASHTO H-20 H-20 AASHTO H-20
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
ONE LAVER OF A�SPLU5125 WOVEN GEOTEXTILE BETYVEEN
FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CON7INUOUS FABRIC WITHOUT SEAMS
SHEET
207 of 216
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ENGINEERED PROJECT INFORMATION
MANAGER
ADS SALES REP
PROJECT NO.
7
Advanced Drainage Systems, Inc.
��� 0, �
SiteAssist' �
FOR STORMTECM
INSTALL4TION INSTRUCTION:: ❑
VISITOURAPP � � .�
MONTAVA PHASE D LID 4
FORT COLLINS, CO, USA
MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM
1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE
COPOLVMERS. ' 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"-
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS:
WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. .
STONESHOOTER LOCATED OFF THE CHAMBER BED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • F T I X A 7 I AVA7 R.
BACKFlLL ROM OU S DE THE E C VA ION US NG A LONG BOOM HOE OR EXC O
IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAM6ERS. THE STRUCTURAL BACKFILL, AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE.
LONG-DURATION DEAD LOADS AND 2 SHORT-DURATION LIVE LOADS BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
� � 6. MAINTAIN MINIMUM -6" (750 mm) SPACING BETWEEN THE CHAMBER ROWS.
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.
7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" 300 mm INTO CHAMBER END CAPS.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND AI.LOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, ( �
"STAN�ARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3
LOAD CONFIGURATIONS SHALL INCLUDE: 1 INSTANTANEOUS <t MIN AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2
� ( � � OR t14.
MAXIMUM PERMANENT p5-VR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (7-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACING.
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING. CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING �0. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
STACKING IUGS.
ENGINEER.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL THE HEIGHT OP THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3".
i i. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT' INSERTS DUR WG CONSTRUCTION FOR ALL W LETS TO PROTECT THE SUOSURFACE
• TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL 8E STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
GREATER THAN OR E�UAL TO 450 L85/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE 73` F/ 23° C CHAMBERS SHALL 8E PRODUCED
c ), NOTES FOR CONSTRUCTION EQUIPMENT
FROM REFLECTIVE GOLD OR YELLOW COLORS.
1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE "STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"-
8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED. UPON RE�UEST BV THE SITE DESIGN
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS.
• THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
• THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
DEAD LOAD AND 1.75 FOR LIVE LOAD. THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • `NEIGHT LIMI75 FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING.
EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH' METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTV.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT.
COVER PIPE CONNECTION TO END
CAP WI7H ADS GEOSVN7HETICS 601T
NON-WOVEN GEOTEXTILE
��.�
STORMTECH HIGHLV RECOMMENDS I LL ��
FLEXSTORMINSERTSIN ANYUPSTREAM
STftUCTURES WITH OPEN GRATES `
ELEVATED BYPASS MANIFOLD � _
SUMP DEPTH T80 BY
SITE �ESIGN ENGINEER NYLOPLAST
(24" [600 mm� MIN RECOMMENDED)
INSTALL FIAMP ON 24° (600 mm) ACCESS PIPE
PART#:MCFLAMP
MG3500 CHAMBER � OPTIONAL INSPECTION PORT
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MC-3500 END CAP
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24' (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORV PARTIAL CUT END CAP PART #:
MC35001EPP24BC OR MC35001EPP24BW
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
INSPECTION 8 MAINTENANCE
STEP 1 � INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS QF PRESENT)
A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FL45HLIGHT AND STADIA ROD MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. IOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED 70 STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
62. USING A FLASHLIGHT INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE
8.3. IF SEDIMENT IS AT, OR ABOVE. 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS
A. A FIXED CULVER7 CLEANING NOZZLE WI7H REAR FACING SPREAD OP 4S (1.1 m) OR MORE IS PREFERRED
B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN
C. VACUUM STRUC7URE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS. GR4TES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
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�UTLET MANIFOLD
PARTTYPE
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CATED END CAP
CATED END CAP
'INVERT ABOVE BASE OF CHAMOER
DESCRIPTION NVERT MN( FLOW � -
35001EPP248C / NP OF ALL 24" BOTTOM 2,06" O
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35001EPP18BC / NP OF ALL 18' BOTTOM � ��„ � � z��
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NOTES
� f �� ; PLACE MINIMUM 17.50' OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING • MANIFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.
�. :� STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS. IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD
�'�: CHAMBER INLET ROWS COMPONENTS IN THE FIELD. \
t„ _ • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITV. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING SHEET
BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS
PROVIDED.
• NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF E7
STORMTECH
FOUNDATIONI STONE
BENEATH CHAMBERS
�
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
STORMTECH
END CAP �
DIAMETER (24.00" SUMP MIN)
MC-3500 TECHNICAL SPECIFICATION
NTS
VALLEY
STIFFENING RIB CREST
CREST � ^ � WEB
STIFFENING RIB LOWER JOINT
,� � CORRUGATION
FOOT
SECTION A-A �UAL WALL � UPPER JOINT CORRUGA710N
PERFORATED BUILD ROW IN THIS DIRECTION b
HDPE �
UNDERDRAIN
a5.0" a5.0' �
� (1143 mm) (1143 mm)
FOUNDATION STONE I I i I i
BENEATH CHAMBERS I il I
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� 77.0" I 75.0"
A�S GEOSVNTHETICS 601T (1956 mm) ^� (�g05 mm)
NON-WOVEN GEOTEXTILE
NOMINAL CHAMBER SPECIFICATIONS
.. _ DESIGN ENGINEER SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0' (1956 mm X 1143 mm X 2184 mm)
4" (100 mm) TYP FOR SC-310 & SC-i60LP SYSTEMS SECTION e-B CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m')
6" (150 mm) TVP FOR SC-740, SC-800, DCd80. MG3500, MC-0500 & MC-7200 SYSTEMS MINIMUM WSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m')
WEIGHT 1341bs. (60.8 kg)
NOMINAL END CAP SPECIFICATIONS
MC-SERIES END CAP INSERTION DETAIL SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 222' (1905 mm X 1143 mm X 564 mm) ���
NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') ��_
MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (128 m') � o
,r STORMTECH END CAP WEIGH7 491bs. (22.2 kg) F;
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CUSTOM PRECORED INVERTS ARE �� �
AVAILABLE UPON REQUEST. � �
INVENTORIED MANIFOLDS INCLUDE Q= m -
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm) -
ECCENTRIC MANIFOLDS. CUSTOM � �
INVERT IOCATIONS ON THE MG3500 � o
ENO CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SRES �'
GREATER THAN 70' (250 mm). THE \ � o
INVERT LOCATION IN COLUMN'B' _
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. SHEET
50F6
12' (300 mm) MIN INSERTION
MANIFOLD STUB
MANIFOL� HEADER �
�
72" (300 mm)
MIN SEPARATION �
� 12" (300 mm)
MIN INSERTION
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT W END CAP OPENING.
'ASSUMES 12" 305 mm STONE ABOVE 9" 229 mm STONE FOUNDATION 6' SPACING BETWEEN
( 1 . I )
12" (300 mm) CHAMBERS, 6" (752 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40 % STONE POROSITY
MIN SEPARATION
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C'
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
���� �
MANIFOLD HEADER
MANIFOLD STUB
PART # STUB B C
MC35001EPPO6T 33.21'(844 mm) -
6' (150 mm)
MC35001EPPO6B - 0.66" (17 mm)
MC35001EPP08T 8' (200 mm) 31.18' (791 mm) -
MC35001EPP08B - 0.81" (21 mm)
MC35001EPP10T 29.04' (738 mm) -
10' (250 mm)
MC35001EPP10H -- 0.93" (24 mm)
MC35001EPP12T �2• (300 mm) 26.36" (670 mm) -
MC35001EPP12B - 1.35" (34 mm)
MC35001EPP15T 23.39"(594 mm) -
MC35001EPP15B �5' (375 mm) 1.50' (38 mm)
MC35001EPP18TC 20.03" (509 mm) -
MC35001EPP18TW �g• (qsp mm)
MC35001EPP188C _ 1,77^ (q5 mm)
MC35001EPP18BW
MC35001EPP24TC 14.48' (368 mm) -
MC35001EPP24TYV Zq• (600 mm)
MC35001EPP248C __ 2.06" (52 mm)
MC35001EPP24BW
MC35001EPP308C 30' (750 mm) --- 2.75" (70 mm)
NOTE: ALI. DIMENSIONS ARE NOMINAL
86.0" (2164 mm)
INSTALLED
90.0" (2286 mm)
ACTUALLENGTH
222'
(564 mm)
INSTALLED
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ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
MATERIAI LOCATION DESCRIPTION �SHTO MATERIAL COMPACTION / DENSITY REQUIREMENT
CLASSIFICATIONS
FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
p LAVER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
GR4DE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS.
LAVER
AASHTO M145'
INITIAL FILL: FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES, <35 % FINES OR A-1, A-2-0, A3 BEGIN COMPACTIONS AFTER 24' (600 mm) OF MATERIAL OVER
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
� CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL� GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR
LAYER. AASHTO M43' PROCESSEDAGGREGATE MATERIALS.
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
EMBEDMENT STONE: FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN. CRUSHED. ANGUUIR S50NE N�SHTO M43'
B FOUNDATION STONE ('A' LAYER) TO THE'C LAYER ABOVE. OR RECYCLED CONCRETE 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED.
FOUNDA710N STONE: FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43'
A THE FOOT (BOTTOM) OF THE CHAMBER. OR RECVCLED CONCRE7E5 3, 357, 4, 467, 5, 56, 57 P�TE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE"
PLEASE NOTE.-
1. THE LISTED AASHTO �ESIGNATIONS ARE FOR GRADATIONS ONLV. THE STONE MUST ALSO BE CLEAN, CRUSHED. ANGUTAR. FOR EXAMP�E, A SPECIFICATION FOR #4 STONE WOUID STATE: "CIEAN, CRUSHED, ANGULAR NO. 4(AASHTO M43) STONE".
2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9" 230 mm MAX LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR.
( )( )
3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION FOR STANDARD DESIGN LOAD CONDITIONS A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION E UIPMENT. FOR SPECIAL LOAD DESIGNS CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS. Q
4. ONCE LAYER'C' IS PLACED, ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620 "RECYCLED CONCRETE STRUCTURAL BACKFILL".
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN CRUSHED ANGULAR STONE IN A 8 B LAVERS
, ,
--__ _ - ,.......,. �.�..�.���� �
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
6"(i50mm�MIN --I
B
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END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENTLAVER DESIGNED
(
� BY SITE DESIGN ENGINEER)
�
Ns.'ro eonwn or v«c ai.Nc raan v� mc�i;s�rnnr ocwre. (2.4 m
nunn �g• )
� (450 mm) MIN' M�
12" (300 mm) MIN
;„
"THIS CROSS SECTION DETAIL REPRESENTS
v �,
45"
^ �t (
MINIMUM RE�UIREMENTSFORINSTALLATION.
I6
I 1140 mm
li ,I' ( J
I PLEASE SEE THE LAVOUT SHEET 5 FOR
x�. ��� iY I� � i O
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+I
PROJECT SPECIFIC REQUIREMENTS.
II
�� �
-� DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
6 � �7" � 1950 mmj 12" (300 mm) MIN
�150 mm) MIN
NOTES:
1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLVPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS" CHAMBER CLASSIFICATION 45x16
DESIGNATION SS.
2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
. 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL. INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURINC� INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALI NOT BE LESS THAN 3".
• TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�. THE ASC IS DEFWED IN SECTION 62.8 OF
ASTM F2418. AND D) TO RESIST CHAMBER DEFORMATION DURWG INSTALLATION AT ELEVATED TEMPERATURES (A80VE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW
COLORS.
INTEGRATED DUCTILE IRON
FRAME 8 GRATE/SOLID TO
MATCH BASIN O.D.
NYLOPLAST DRAIN BASIN
NTS
12" (670 mm) MIN
(FOR AASHTO H-20)
INVERT ACCORDING TO
PLANS/TAKEOFF ,�
VARIOUS TVPES OF INLET AND
OUTLET ADAPTERS AVAILABIE:
4-30" (100-750 mm) FOR
CORRUGATED HDPE
WATERTIGHTJOINT
(CORRUGATED HDPE SHOWN)
��
e000.�.'
A
18" (457 mm)
MIN WIDTH
- AASHTO H-20 CONCRETE SLAB
_ e" (203 mm) MIN THICKNESS
TRAFFIC LOADS: CONCRETE DIMENSIONS
ARE FOR GUIDELINE PUPOSES ONLV.
ACTUAL CONCRE7E SLAB MUST BE
DESICaNED GIVING CONSIDERATION FOR
LOCAL SOIL CONDITIONS TRAFFIC LOADING
8 OTHER APPLICABLE DESIGN FACTORS
ADAPTER ANGLES VARIABLE 0"- 360°
ACCORDING TO PLANS
_ VARIABLE SUMP DEPTH
ACCORDING TO PLANS
[6' (152 mm) MIN ON &24" (200-600 mm),
- 10" (254 mm) MIN ON 30' (750 mm)j
4" (102 mm) MIN ON &24' (200.600 mm)
6" (152 mm) MIN ON 30' p50 mm)
BACKFILL MATERIAL BELOW AND TO SIDES
OF STRUCTURE SHALL BE ASTM D2321
CL4SS 1 OR II CRUSHED STONE OR GRAVEL
AND BE PLACED UNIFORMLY IN 12" (305 mm)
LIFfS AND COMPACTED TO MIN OF 90 %
NOTES
7. 8-30" 200-750 mm GRATES/SOLID COVERS SHALL 8E DUCTILE IRON PER ASTM A536
1 )
GRADE 70-50-05
2. 7230" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GR4DE 70-50-05
3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212
FOR CORRUGATED HDPE (ADS 8 HANCOR DUAL WALL) 8 SDR 35 PVC
5. FOR COMPLETE DESIGN AND PRODUCT INFORMATIOM WWW.NYLOPLAST-US.COM
6. TO ORDER CALL: 500-821�6710
A PART # GRATE/SOLID COVER OPTIONS
8" PEDESTRIAN LIGHT STANDARD LIGHT
(200 mm) 2808AG DUTY DUTV SOLID LIGHT DUTV
70' PEDESTRIAN LIGHT STANDARD LIGHT
(250 mm) 2810ACa OUTY DUTV SOLID LIGHT DUTV
12" 281�G PE�ESTRIAN STAN�ARDAASHTO SOLID
(300 mm) AASHTO H-10 H-20 AASHTO H-20
15' 2815AG PEDESTRIAN STANDARDAASHTO SOLID
(375 mm) AASHTO H-10 H-20 AASHTO H-20
18" PEOESTRIAN STANDARDAASHTO SOLID
(450 mm) 281�'�' AASHTO H-10 H-20 AASHTO H-20
24' PEOESTRIAN STANDARD AASHTO SOLID
2824AG
(600 mm) AASHTO H-10 H-20 AASHTO H-20
30" Zg30AG PEOESTRIAN STANDARD AASHTO SOLID
�750 mm) AASHTO H-20 H-20 AASHTO H-20
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
ONE LAVER OF AOSPLU5125 WOVEN GEOTEXTILE BEN/EEN
FOUNDATION STONE AND CHAMBERS
825' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
UNDERDRAIN DETAIL
NTS
STORMTECH
CHAMBER
SHEET
208 of 216
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PROJECT INFORMATION
ENGINEERED PRODUCT
MANAGER
ADS SALES REP
PROJECT NO.
7
Advanced Drainage Systems, Inc.
��� 0, �
SiteAssist' �
FOR STORMTECM
INSTALL4TION INSTRUCTION:: ❑
VISITOURAPP � � .�
MONTAVA PHASE D LID 5
FORT COLLINS, CO, USA
MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM
1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT-MODIFIED POLVPROPVLENE
COPOLVMERS. ' 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE"-
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED STORM7ECH RECOMMENDS 3 BACKFILL METHODS:
WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. .
STONESHOOTER LOCATED OFF THE CHAMBER BED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • F T I X A 7 I AVA7 R.
BACKFlLL ROM OU S DE THE E C VA ION US NG A LONG BOOM HOE OR EXC O
IMPEOE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVEIED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAM6ERS. THE STRUCTURAL BACKFILL, AND THE INS7ALLATION RE�UIREMENTS SHALL ENSURE
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLV SEATED PRIOR TO PLACING STONE.
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)
LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LNE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM - 6" (750 mm) SPACING BETWEEN THE CHAMBER ROWS.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND AI.LOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCOR�ANCE WITH ASTM F2787, �� INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.
"STAN�ARD PR4CTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 8. EMBEDMENT STONE SURROUN�ING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3
LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<t MIN) AASHTO DESIGN TRUCK LNE LOAD ON MINIMUM COVER 2) OR t14.
MAXIMUM PERMANENT p5-VR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (7-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBER5 IN PLACE AND PRESERVE ROW SPACING.
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INTERLOCKING
� • 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
STACKING IUGS.
ENGINEER.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKfILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3".
i i. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUOSURFACE
• TO ENSURE THE INTEGRIN OF THE ARCH SHAPE DURING INSTALLATION a THE ARCH STIFFNESS CONSTANT SHALL 8E T RMWATE MANAG M NT Y T M FROM N T U TION SITE RUNOFF.
)
SO R E E SSE CO SR C
GREATER THAN OR E UAL TO 450 L85/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b TO RESIST CHAMBER
� o )
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE 73` F/ 23° C CHAMBERS SHALL 8E PRODUCED
c ), NOTES FOR CONSTRUCTION EQUIPMENT
FROM REFLECTIVE GOLD OR YELLOW COLORS.
1. STORMTECH MC3500 CHAMBERS SHALL BE INSTALLED IN ACCOROANCE WITH THE "STOftMTECH MC3500lMC-0500 CONSTRUCTION GUIDE"-
8. ONLY CHAMBERS THAT ARE APPROVEO BY THE SITE DESIGN ENC�INEER WILL BE ALLOWED. UPON RE�UEST BV THE SITE DESIGN
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTUR4L EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
DELNERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: . NO E�UIPMENT IS ALLOWED ON BARE CHAMBERS.
• THE STRUCTURAL EVAWATION SHALL eE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER DUMP TRUCK OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
• THE STRUCTURAL EVALUATION SHALL OEMONSTR4TE THAT THE SAPETV FACTORS ARE GREATER THAN OR E�UAL TO 1.95 FOR WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
DEAD LOAD AND 1.75 FOR LIVE LOAD. THE MINIMUM RE�UIRED BV ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO
• WEIGHT LIMI75 FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORM7ECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
LRFD BRIOGE DESIGN SPEGFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAO DESIGN 3. Fl1LL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS RE�UIRED FOR Ol1MP TRUCK TRAVEL OR DUMPING.
EXCEPT THAT IT SHALL BE THE 75�YEAR MODULUS USED FOR DESIGN.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
9- CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9007 CERTIFIED MANUFACTURING FAGLITV. BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH' METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTV.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION RE�UIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION E�UIPMENT.
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSVNTHETICS601TNON-WOVENGEOTEXTILE �
STORMTECH HIGHLV RECOMMENDS
FLEXSTOftMINSERTSIN ANY UPSTREAM � -
STRUCTURES WITH OPEN GRATES �.
O
SUMP DEPTH TBD BV
SITE DESIGN ENGINEER
(24' �600 mm] MIN RECOMMENDED)
INSTALL FL4MP ON 24" (600 mm) ACCESS PIPE
PART#:MCFLAMP
MC 3500 CHAMBER OPTIONAL INSPECTION PORT
�r/- __._ __-:-'I��.z�il'"'�Ii�"'lI�
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MC-3500 END CAP
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24' (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORV PRE-CORED END CAP
PART#: MC35001EPP248C OR MC35001EPP24BW
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
INSPECTION 8 MAINTENANCE
STEP 1 � INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.t. REMOVE/OPEN LID ON NVLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FL45HLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. IOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.S. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
8.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
62. USING A FLASHLIGHT. INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAV BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRV IF ENTERING MANHOLE
8.3. IF SEDIMENT IS AT, OR ABOVE. 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JENAC PROCESS
A. A FIXED CULVER7 CLEANING NOZZLE WITH REAR FACING SPREAD OP 4S (1.1 m) OR MORE IS PREFERRED
B. APPLV MULTIPLE PASSES OF JENAC UNTIL BACKFLUSH WATER IS CIEAN
C. VACUUM STRUC7URE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS. GR4TES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERV 6 MONTHS DURING THE FIRST VEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLV OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
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PROPOSEDLAYOUT
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CONCEPTUAL ELEVATIONS:
PARTTYPE
CATEO END CAP
CATED END CAP
DESCRIPTION
BY ENGINEER / PROVIDEO BV OTHERS)
'INVERT ABOVE BASE OF CHAMOER
NVERT MN( FLOW -
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. (SEE DEfAIL)
NOTES
� f �� ; PLACE MINIMUM 17.50' OF ADSPWS125 WOVEN GEOTEXTILE OVER BEDDING • MANIFOLD SIZE TO BE DETERMWED BY SITE DESIGN ENGWEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.
�. :� STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO 7HE ADAP7ATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS. IT MAV BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MAMFOLD
�'�: CHAMBER INLET ROWS COMPONENTS IN THE FIELD. \
t„ _ • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITV. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING SHEET
BED LIMITS THE SUITABILITV OF THE SOIL AND PROVIDING THE BEARING CAPACIN OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS
PROVIDED.
• NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF �J
UNDERDRAIN DETAIL
NTS
�UTLET MANIFOLD
MC-3500 TECHNICAL SPECIFICATION
STORMTECH NTS
CHAMBER VALLEY CREST 86.0" (2164 mm)
STIFFENING RIB INSTALLED
- ^ STIFFENING RIB � ^ � COVRRUGAT ON �
FOUNDATIONI STONE
BENEATH CHAMBERS
�
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
STORMTECH
END CAP �
FOUNDATION TS ONE
BENEATH CHAMBERS
A�S GEOSVNTHETICI S 601T
NON-WOVEN GEOTEXTILE
. � DESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 & SC-i60LP SYSTEMS
6" (150 mm) TVP FOR SC-740, SC-800, DCd80. MG3500, MC-0500 & MC-7200 SYSTEMS
MC-SERIES END CAP INSERTION DETAIL
NTS
,r STORMTECHENDCAP
12' (300 mm) MIN INSERTION
/ // �
'/ //
i
MANIFOLD STUB /
MANIFOL� HEADER
� � , � !
�%
�i�, !.I,;I ' i
72" (300 mm) I 12" (300 mm)
MINSEPARATION �` MININSERTION
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT W END CAP OPENING.
MANIFOLD HEADER
MANIFOLD STUB
PART # STUB B C
MC35001EPPO6T 6' (150 mm) 33.21' (844 mm) -
MC35001EPPO6B - 0.66" (17 mm)
MC35001EPP08T 31.18' (791 mm) -
8' (200 mm)
MC35001EPP08B - 0.81" (21 mm)
MC35001EPP10T 29.04' (738 mm) -
10' (250 mm)
MC35001EPP10H -- 0.93" (24 mm)
MC35001EPP12T �2• (300 mm) 26.36" (670 mm) -
MC35001EPP12B 1.35" (34 mm)
MC35001EPP15T 23.39"(594 mm) -
MC35001EPP15B �5' (375 mm) 1.50' (38 mm)
MC35001EPP18TC 20.03" (509 mm) -
MC35001EPP18TW �g• (qsp mm)
MC35001EPP188C _ 1,77^ (q5 mm)
MC35001EPP18BW
MC35001EPP24TC
MC35001EPP24TYV 1<.48° (368 mm) -
MC35001EPP248C 24" (600 mm)
MC35001EPP24BW -- Z.O6"(52mm)
MC35001EPP308C 30' (750 mm) 2.75" (70 mm)
NOTE: ALI. DIMENSIONS ARE NOMINAL
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CUSTOM PRECORED INVERTS ARE �� �
AVAILABLE UPON REQUEST. � �
INVENTORIED MANIFOLDS INCLUDE Q= m
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT IOCATIONS ON THE MG3500
ENO CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SRES
GREATER THAN 70' (250 mm). THE \
INVERT LOCATION IN COLUMN'B'
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. SHEET
50F5
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
MATERIAI LOCATION DESCRIPTION �SHTO MATERIAL COMPACTION / DENSITY REQUIREMENT
CLASSIFICATIONS
FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
p LAVER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
GR4DE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS.
LAVER
AASHTO M145'
INITIAL FILL: FILL MATERIAL FOR LAYER'C STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES, <35 % FINES OR A-1, A-2-0, A3 BEGIN COMPACTIONS AFTER 24' (600 mm) OF MATERIAL OVER
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
� CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WEL� GRADED MATERIAL ANO 95No REL4TIVE DENSITY FOR
LAYER. AASHTO M43' PROCESSEDAGGREGATE MATERIALS.
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
EMBEDMENT STONE: FILL SURROUNDINCa THE CHAMBERS FROM THE CLEAN. CRUSHED. ANGUUIR S50NE N�SHTO M43'
B FOUNDATION STONE ('A' LAYER) TO THE'C LAYER ABOVE. OR RECYCLED CONCRETE 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED.
FOUNDA710N STONE: FILL BELOW CHAMBERS FROM THE SUBGRA�E UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43'
A THE FOOT (BOTTOM) OF THE CHAMBER. OR RECVCLED CONCRE7E5 3, 357, 4, 467, 5, 56, 57 P�TE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE"
PLEASE NOTE.-
1. THE LISTED AASHTO �ESIGNATIONS ARE FOR GRADATIONS ONLV. THE STONE MUST ALSO BE CLEAN, CRUSHED. ANGUTAR. FOR EXAMP�E, A SPECIFICATION FOR #4 STONE WOUID STATE: "CIEAN, CRUSHED, ANGULAR NO. 4(AASHTO M43) STONE".
2. STORMTECH COMPACTION RE�UIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED ANO COMPACTED IN 9" 230 mm MAX LIFTS USING TWO FULL COVERAGES WITH A VIBRATORV COMPACTOR.
( )( )
3. WHERE WFILTRATION SURFACES MAV BE COMPROMISED BY COMPACTION FOR STANDARD DESIGN LOAD CONDITIONS A FLAT SURFACE MAV BE ACHIEVED BV R4KING OR DR4GGING WITHOUT COMPACTION E UIPMENT. FOR SPECIAL LOAD DESIGNS CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS. Q
4. ONCE LAYER'C' IS PLACED, ANV SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAVER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAI SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLMED M TECHNICAL NOTE 620 "RECYCLED CONCRETE STRUCTURAL BACKFILL".
PERIMETER STONE
SEE NOTE 4
( )
EXCAVATION WALL
CAN BE SLOPED OR VERTICAL
( )
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN CRUSHED ANGULAR STONE IN A 8 B LAVERS
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6" 150 mm MIN
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END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENTLAVER(DESIGNED
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"THIS CROSS SECTION DETAIL REPRESENTS
45"
MINIMUM RE�UIREMENTSFORINSTALLATION.
� (1140 mmJ pLEASE SEE THE LAVOUT SHEET(5) FOR
i; �,I� I PROJECTSPECIFICREQUIREMENTS.
�
DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" 230 mm MIN
( )
�7" 1950 mml 1" m
I
2 300 m MIN
�
( )
NOTES:
1. CHAMBERS SHALL MEET THE RE�UIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLVPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLEC710N CHAMBERS" CHAMBER CLASSIFICATION 45x16
DESIGNATION SS.
2. MC-3500 CHAMBERS SHALI BE DESIGNED IN ACCORDANCE WITH ASTM F2787'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF 7HE SUBGRA�E SOILS AND 7HE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLV TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED E%CAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
. 70 MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL. INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURINC� INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALI NOT BE LESS THAN 3".
• TO ENSURE THE WTEGRITV OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/�. THE ASC IS DEFWED IN SECTION 62.8 OF
ASTM F2418. AND D) TO RESIST CHAMBER DEFORMATION DURWG INSTALLATION AT ELEVATED TEMPERATURES (A80VE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REfLECTNE GOLD OR vELLOW
COLORS.
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
ONE LAVER OF A�SPLU5125 WOVEN GEOTEXTILE BETYVEEN
FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CON7INUOUS FABRIC WITHOUT SEAMS
STORMTECH
FOOT
SECTION A-A �UAL WALL � UPPER JOINT CORRUGA710N �
PERFORATED BUILD ROW IN THIS DIRECTION b
HDPE �
UNDERDRAIN
= a5.0" a5.0' �
(1143 mm) (1143 mm)
L �� � ��
�77.0" �
(1956 mm) 75.0"
(� 905 mm)
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0' (1956 mm X 1143 mm X 2184 m
SECTION e-B CHAMBER S70RAGE 109.9 CUBIC FEET (3.11 m')
MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.98 m')
WEIGHT 1341bs. (60.8 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 222' (1905 mm X 1143 mm X 56M1 mm)
END CAP STORAGE 14.9 CUBIC FEET (0.42 m')
MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (1.28 m')
WEIGH7 491bs. (22.2 kg)
'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6' SPACING BETWEEN
12" (300 mm) CHAMBERS, 6" (752 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40 % STONE POROSITY
MIN SEPARATION
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH'T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C'
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
`I\`\i?
�\� !��P,.�.� . ,. ����/
SHEET
209 of 216
DIVERSION ST�' '�T' '�r "
(STMH-1 A) P
48"X76" HERCP OUTLET
Qioo= 105.56 CFS
Q2 = 19.83 CFS
DIVERSION �'To"�T"o� �
(STMH-2F)
30" RCP OUTLET
Qioo= 38.10 CFS
DIVERSION S�
(STMH-3BD)
48" RCP OUTLET
Q�ao= 45.54 CFS
DIVERSION STRUCTURE 4
(STMH-3AB)
54" RCP OUTLET
Qioo= 48.77 CFS
18" RCP OUTLET
Q2=4.43 CFS
�
�
18" RCP OUTLET
Q2=8.87 CFS
�
�
18" RCP OUTLET
Q2= 10.47 CFS
18" RCP OUTLET
Q2=11.28 CFS
�,
�
�
48"X76" HERCP INLET
Qioo=105.56 CFS
Q2= 24.26 CFS
/
30" RCP INLET
Q�oo=38.10 CFS
Q2= 8.87 CFS
36" RCP INLET
Q�oo= 45.54 CFS
Q2= 10.47 CFS
I
I�
u
48" RCP INLET
Qioo= 48.77 CFS
Q2= 11.28 CFS
100-YR WSE = 5001.12
2-YR WSE = 4999.50
18" RCP
INV. OUT=4995.11
SECTI ON A- A
DIVERSION STRUCTURE 1
RIM ELEV= 5003.05
RIM ELEV= 5005.43
� 30" RCP INLET
INV. OUT=4999.39
- 100-YR WSE = 5002.58
- 2-YR WSE = 5000.83
30" RCP INLET �
INV. IN=4999.39 �
18" RCP
INV. OUT=4999.391
SECTI ON A- A
DIVERSION STRUCTURE 2
RIM ELEV= 5002.69
�� 36" RCP INLET
INV. IN=4995.27
18" RCP
INV. OUT=4995.27
- 100-YR WSE = 5000.25
- 2-YR WSE = 4996.57
48" RCP WLET
INV. OUT=4995.27 �
SECTI ON A- A
DIVERSION STRUCTURE 3
RIM ELEV= 5003.05
54" RCP INLET
INV. OUT=4994.32
100-YR WSE = 5000.64
- 2-YR WSE = 4996.63
» �48 RCP INLET
INV. IN=4994.34 �
18" RCP
INV. OUT=4994.34
SECTI ON A- A
DIVERSION STRUCTURE 4
�
� 48"X76" HERCP INLET
INV. OUT=4995.11
- - - - - - - - - - - - - -
18" RCP INLET
INV. IN=4995.11
----------�
�
48"X76" RCP
INV. OUT=4995.11
SECTION B-B
DIVERSION STRUCTURE 1
RIM ELEV= 5005.43
- TOP OF WEIR WALL = 5000.82
18" RCP INLET
30" RCP
INV. OUT=4999.39
SECTION B-B
DIVERSION STRUCTURE 2
RIM ELEV= 5002.69
TOP OF WEIR WALL = 4996.57
RIM ELEV= 5003.05
TOP OF WEIR WALL = 4999.50
18" RCP INLET
INV. IN=4995.27
--------
�
� _-_ �
//' � \
// ��\
Il �l
�� � _ i i�
�
48" RCP INLET �
INV. OUT=4995.27 �
36" RCP
INV. OUT=4995.27
SECTION B-B
DIVERSION STRUCTURE 3
RIM ELEV= 5003.05
� ----' -----
54 HERCP INLET
� INV. OUT=4994.34
\� �/
- - - - - - - - - - - \\ //
TOP OF WEIR WALL = 4996.63
18" RCP INLET
INV. IN=4994.34_ _ _
- �
48" RCP
INV. OUT=4994.34
SECTION B-B
DIVERSION STRUCTURE 4
5
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V
TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE 1" = 5�
DATE
JULY 17, 2024
SHEET
210 of 216
Check Dams (CD)
COMPACTED J
BACKFILL,
(TYP. )
SECTION
LENGTH, L
CRES� LENGTH. CL
D -q
��. s.,
A�IN") � � 6„
(MIN)
"'-�r�
.�-„--r
�
EC-12
CD
CHANNEL GRADE / �
UPSTREAM AND -� TOP OF CHECK ORM
DOWNSTREAM q
CHECK DAM ELEVATION VIEW
2' 6'
CHANNEL
GRADE
1' 6" -., '- y
FLOW � MIN. ��t�` �sj -<_1
�,.':�,.'�� _y-"-{ "� ''`[..
:'� .7'' � s-� ;-� .-� 'y � +' s� w� r�.,
1' MIN. ��`�"s^ �� �" <-�`c� ' EXCAVATION TO NEAT
W# Y r '`r Y Y' t� "
� '"a '� "� � '"` �- �' "? LINE, AVOIO OVER-EXCAVAr10N,
(TYP. )
050 = 12" RIPRAP, TYPE M OR �
TYPE L D50= 9" (SEE TABLE
MD-7, MAJOR DRAINAGE, VOL 1
FOR GRADATION) SECTION A
8'
FLOW � � CHANNEL GRADE
,t,�.
1' MIN� �-� <-� : - EXCAVATfON TO NEAT
• ,, ; �`�- LWE, AVdI� aVER-EXCAVArION
050 = 12" RIPRAP, TYPE M OR �TMP��
TYPE L D50-9" (SEE TABLE MD-7,
MAJOR DRAINAG�E. VOL. 1 FOR
GRADATION) SECTION B
5PACWG !BETWEEN CHECK DAM5 SUCN THAT
'"-' A AND B ARE EQUAL ELEVATION
- .�; ;r���,;. A
� =���5 ..
-.,f-._.
_ '. -f �,' i-+: , -f. �`'1. �.,-<, �, _ :� � 8
- '_- _J
�� ` y. � � q+^�.��¢�y' R%:-,.�"..�
� CHANNEL GRAOE � , �
PROFILE �,_;, ;� .� .j ;� :. :
CD-1. CHECK DAM
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
CD-3
Surface Roughening (SR) EC-1
�
2 "' TO
4" DEEP
SCARIfYING
DR TILLING
� /
/
��
�I/
ROl1GHENEO ROWS SHALL 9E 4" TO b"
4�� Tfl 6'� DEEP WITH 6�� MAXIMUM SPACWG PARALLEL
OEEP TO CONTOURS
SR-2. SURFACE ROUGHENING
FOR LOW SL�PES (LESS THAN 3:1)
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
sR
SR-3
EC-12
Check Dams (CD)
CHECK DAM INSTALLATION N07ES
1. SEE PLAN VIEW FOR:
-LOCATION �F CHECK DAMS.
-CHECK DAM TYPE (CHECK DAM OR REINFORCEQ CHECK �AM).
-LENGTH (L}, CREST LENGTH (CL), AND OEPTH (�).
2. CHECK DAMS INDVCATED ON INITIAL SWMP SHALL 8E INSTALLE� AFTER CONSTRUCTION
FENCE, BUT PRIQR TO ANY UPSTREAM LAND DISTURBING ACTIVITIES.
3. RIPRAP UTILIZED FOR CHECK DAMS SHOULD 8E OF APPROPRIATE SIZE FdR THE
APPLICATION. TYPICAL TYPES OF RIPRAP USED FOR CHECK DAMS ARE TYPE M(D50 12")
OR TYPE L (D50 9").
4. RIPRAR PAD SHALL BE TRENGHED INiO THE GROUND A MINIMUM �F 1'.
5. THE ENDS OF THE CHECK DAM SHALL BE A MVNIMUM OF 1' 6° HIGHER THAN THE CENTER
OF THE CHECK DAM.
CHFCK �AM MAINTENANGE NaTFS
1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATWG CONDITION.
IotAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTNE. INSPECT 6MPs A5 500N AS
POSSIBLE (AND ALWAYS WITHW 24 HOl1R5) FOLLOWWG A STQRM �HAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND NIAWTENANCE ARE NECESSARY TO �AAINTAIN BMPs IN
EFFECTIVE OPERATWG CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHIY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULO BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM OF THE GHEGK DAMS SHALL BE REMOVED WHEN THE
SEDIMENT DEPTH IS WITHIN Y2 OF THE FVEIGHT OF THE CREST.
S. CHECK DAMS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS
STABILIZEO ANd APPROVED BY THE LOCA� JURI5DICTION.
6. WHEN CHECK �AMS ARE REMQVED, EXCAVATIONS SHALL BE FILLEO WITH SUITABLE
COMPACTED BACKFILL. D15TURBED AREA SHALL BE SEEDEO AND MULCHED AND COVERED WITH
GEQTEXTILE OR OTHERWISE STABILIZE� IN A MANNER APPROVED BY THE LOCAL JURISDICTION.
(DETAILS ADAPTE� FR�M OOUGLAS COUNN, COLDRA00. NOT AVAILABLE IN AUT�CAD)
N�TE: MANY JURISDICTIONS HAVf BMP DETAILS THAT VARY FROM uoFco STANDARO DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SH4ULD BE USED WHEN
DIFfERENCES ARE NOTED.
CD-4
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
EC-1 Surface Roughening (SR)
SURFACE ROUGHENING INSTALLATiON NOTES
1. SEE PIAN VIEW FOR:
-L�CATION{5) QF Sl1RFACE RQUGHENING.
2. SURFACE RDUGHENING SHALL 8E PROVIDED PROMPTLY AF-iER COMPLETION OF FINISHED
GRADING (FOR AREAS NOT RECEIVING TOPSOIL} OR PRIOR T� TOPSOIL PLACEMENT OR ANY
FaRECASTE� RAIN EVENT.
3. AREAS WHERE BUILDING FOUNOATIONS, PAVEMENT, OR SQD WILL BE PLACED WITHflUT
DELAY IN THE CONSTRUCTION SEqUENCE, SURFACE ROUGHENING IS NOT REQUIREd.
4. DISTURBED SURFACES SHALL BE RQUGHENED USWG RIPPING OR TILLING EQUIPMENT ON
THE CONTOUR OR TRACKING UP AND DOWN A SLOPE USING EQUIPMENT TREADS.
5. A FARMING dIS4( SHALL NOT BE USED FOR SURFACE ROUGHENING.
SURFACE ROUGHENIMG MAINTENANCE NOTES
1_ INSPECT BMPs EACH WORKOAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS 540N AS
POSSIBLE (ANO A�WAYS WITHIN 24 HOURS) FOLLOwING A STORM THAT CAUSES SURFACE
EROSION, AND PERFORM NECESSARY MAfNTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO �fAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CaRRECTIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE 6MPs HAVE FAILED, REPAIR dR REPLACE UPON OISCOVERY OF THE FAILURE.
4. VEHICLES AND EQUIPMENT SHALL NOT 6E �RNEN OVER AREAS THAT HAVE BEEN SURFACE
ROUGHENED.
5. IN NON-TURF GRASS FINISHED AREAS, SEEDING AND �1ULCHING SHALL TAKE PLACE
DIRECTLY OVER SURFACE ROUGHENED AREAS WITHOUT FIRSf SMOOTHING OUT FHE SURFACE
6. �N AREAS NOT SEEDED AND MULCHED AFTER SUR�ACE ROUGHENING, SURFACES SHALL BE
RE-ROUGHENED AS NECESSARY TO MAINTAIN GROOVE DEPTH AND SMOOTH OVER RIL�
EF�0510N.
(DETaLS aDAPiEO FROM iOwN OF PnRKER, COLORai50, NOT AVAILnBLE IN AUTOCAO)
NOTE: MANY ,lURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LOCAL JURISDICr10N5 AS TQ WHICH OETAIL SHOULD BE USEO WHEN
DIFFERENCES ARE NOTED.
S R-4
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Check Dams (CD)
ALTERNA7NE TO STEPS ON BANKS ABOVE CREST:
DEFORM GABIONS AS NECESSARY TO ALIGN TOP OF GABIOfVS
wITH GROUND SURFACE: AVOIO GAPS BETWEEN GABIONS
LENGTH. L
MAX. STEP c-ntai �trv�in
HEIGHT 1'6"
D
1 <4 6' TYP � � �6��
EC-12
RCD
COMPAC7ED � L� ROCK FILLED GABION
BACKFILL HOG RINGS MIN. BURY SECllRED TQ
�rYP3 DEPTH I'6'� ADJACENT GABION
REINFORCED CHECK DAM ELEVATION VIEW
F 3' � DSa=b" RIPRAP
I I ENCLOSED IN GA910N
�-,_, �,�,� 6„ MIN.
� 16 Mo�J �
FLOW �-
� �6 � '� � � CHANNEL GRADE
C�MPACTED BACKFILL �' `� GEOTEXTILE BLANKET
SECTION A
REINFORCEO CHECK QAM INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATIONS �F CHECK OAMS.
-CHECK DAM TYPE (CHEGK DAM OR REWFORCED CHECK DAM).
-LENGTH (L}, CREST LENGTH (CL), AND DEPTH (D).
2. CHECK DAMS INDICATED ON THE SWMP SHALL BE INSTALLED PRIOR TO AN UPSTREAM
LAND-�I5TURB]NG ACTIVITIES.
3. REINFaRCED CHECK DAMS, GABIONS SHALL MAVE GALVANIZED PMISTED WIRE NETTING
WiTH A MAXIMUM OPENING DIMENSION OF 4�" AND A MINIMUM WIRE THICKNESS OF �.10".
WIRE "HOG RINGS" AT 4" SPACING OR OTNER APPROVEO MEANS SHALL 8E USED AT ALL
GABION SEAMS AN� TO SECLJRE THE GA810N TO THE A�JACENT SECTION.
4. THE CHECK DAM SHALL BE TRENCHED WTO THE GROUNO A MINIMUM �F 1' 6".
5. GEOTEXTILE BLANKET SHA�LL BE PLACEO IN THE REWFORCED CHECK DAM TRENCH
EXTENDING A MINIMUM OF 1' 6" ON BOTH THE UPSTREAM AND DOWNSTREAM SIDES OF iHE
REINFORCED CHECK DAM.
CD-2. REINFORCED CHECK DAM
November 2010
Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
CD-5
SC-8 Sediment Trap (ST)
RIPRAP, TYPE M(D50=12") TYP.SMALLER ROCK
SIZE MAY BE ALLOWABLE FOR 5MALLER TRAPS
IF APPROVED BY LOCAL J4IRISDICTION
� TOP OF EARTHEN BERM
2:1 MAX. '
2:1 MAX.
TRANSfTION EXISTING
FLOW -� CHANNEL INTO
SEDIMENT TRAP
2: 1 MAX.
2;1 MAX.
W
L
SEDIMENT TRAP PLAN
6" {CENTER OF RIPRAP 6"
LQWER THAN ENDS
6" MINIMUM 12` MIN. 30'
FREE80ARD � �
� � � _ ' "'` - '�'
SECTION A
� ��,�
MIN.
FLOW � 1
CHANNEL GRADE
ST
- FLOW �
'-, :-;
";_-'�-t�
'-i 7a
:`�'.
� 8 1 RIPRAP, TYPE M(050=12") TYP.
MIN. SMALLER ROCK SdZE MAY BE
ALLOWABLE FOR SMALLER TR,4PS IF
APPROVED BY LOCAL JURI5DICTION
SECTION B
ST-1. SEDIMENT TRAP
ST-2
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
EC-12
Check Dams (CD)
REINFORCED CHECK QAM MAINTENANCE NOTES
1. WSPECT BMPs EACH WaRKDAY, AND MAINTAIN THEM W EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF 6MPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
POSSIBLE {AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STQRM THAT CAUSES SURfACE
EROSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENAfVCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTI4NS AND CORRECTIVE MEASURES SHOULD BE
DOCUMENTED rHOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE fAILURE.
4. SEDIMENT ACCUMULATED UPSTREAM OF REdNFdRCED CHECK DAMS SHALL BE REMOVED AS
NEEDED TO MAINTAIN THE EFFECTIVENESS OF 6MP, NPICALLY wHEN THE UPSTREAM SEDIMENT
DEPTH IS WITHIN S'z THE HEIGHT OF THE CREST.
5. REPAIR OR REPLACE REINFORGE� CHECK QAMS WNEN THERE ARE SBGNS OF DAMAGE SUCH
AS HOLES IN THE GABION OR UNDERCUTTING.
6. REINFORCED CHECK DAMS ARE TO REMAIN IIV PLACE UNTIL THE UPSTREAM DISTURBEO
AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICTION.
7. WHEN REINFORCED CHECK �AMS ARE REMOVEO, ALL DISTURBED AREAS SHALL BE
COVERED WITH TOP501L, SEEOED AND MULCHED, AN❑ COVERED WITH A GEOTEXTILE BLANKET,
OR OTHERWISE STABILIZED AS APPROVE� BY LOCAL JURIS�ICTION.
(OETAIL AQAPTEO fROM OOUGIAS COLINTY, WLORADO ANO CITY O£ Al1RQRA, COLORADO, NOT AVAILRBLE IN AU70CADJ
��; MANY JURISDICTION5 HAVE BMP DETAILS THAT VARY FROM U�FCD STANOARD DETAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIfFEREI�CES ARE NOTE�.
CD-6
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
211 of 216
SR-1. SURFACE ROUGHENING
FOR STEEP SLOPES (3:1 OR STEEPER)
EC-6
UNDISTURBED
SOIL �
t �
�
�.�_ :��
.�-'a.��.:;:
Rolled Erosion Control Products (RECP)
PERIMETER
ANCHOR
TRENCH. TYP
ECB
JOINT ANCHOR TOP OF
TRENCH, TYP. CHANNEL BANK
• ANCHOR DETAILS
GEOTEXTI LE
FABRIC aR MAT, TYP.
� � � 3" MIN, TYP.
� � & `MIN,
% TYP.
- ``�- SINGLE EDGE
;.:., _ _
STAKE. TYP.
TYPE OF ECB A$ INDICATED IN PLAN VIEW. INSTALL IN ALL
DISTURBED AREAS OF STREAMS AN❑ ORAINAGE CNANNELS TO DEPT
� ABOVE CHANNEL INVERT. ECB SHALL GENERALLY BE ORIENTED
PARALLEL TO FLOW DIRECTION {LE. LONG DIdv1EN510N5 OF BLAIVKET
PARALLEL TO FLOWLINES} STAKING PATTERfJ SHALL MATCH ECB
AND/OR CHANNEL TYPE.
ECB-1. PIPE OUTLET TO DRAINAGEWAY
JOINT ANCHOR n'PE flF ECB,
TRENCH, TYP. INDICATED IN PLAN VIEW
6"
TOPSOIL • ECB SHALL
� EXTEND TO THE
. . M,
TOP OF THE
/ CHANNEL
p r � PERIMETER A�ECHOR
TRENCH, TYP.
COMPACTED
SUBGRADE
STAKING PATTERN PER MANUFACTURER SPEC. QR PATTERN
�ASE� aN EC8 AND/OR CHANNEL lYPE (S�E STAKING
PATTERN DETAIL)
ECB-2. SMALL DITCH OR DRAINAGEWAY
L COMPACTED
BACKFILL, TYP.
PERVMETER ANCHOR TRENCH
TWO E�GES
OF TWO
ADJACENF
ROLLS
J4WT ANCHOR 7RENCH
LOOP FROM
� MIDOLE OF
ROLL
INT£RMEOIATE ANCHaR TRENCH
FLOW ,-� �` 6•.
OVERL4PPING JOINT
� �--- 3" MIN.
12"
MIN.
WOOD STAKE DETAIL
RECP-6
Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
Rolled Erosion Control Products (RECP)
November 2010
EC-6
EROSION CONTROL BLANKET MAINTENANCE NOTES
1. INSPECT BMPs EACH WORKDAY, AN� MAINTAIN THEM IN EFFECTIVE OPERATING CONDITlON.
I�AINTENANCE OF BMPs SHQULD BE PROACTIVE, NOT REACTIVE. WSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE
ER�SION, AND PERfORM NECESSARY MAINTENANCE.
2. FREOUENT OBSEf�VAT10NS ANO MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATING CONDITION. INSPECTIQNS ANO CORRECTIVE MEASURES SHOULD 8E
DOCUMENTE� THOROUGHLY.
3. IA+HERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITiIATED UPON
DISCOVERY dF THE FAILURE.
4. ECBs SHALL BE LEFT W PLACE TO EVENTUALLY BIODEGRADE, UNLESS REQUESTED TO BE
REMOVED 8Y THE LOCAL JURISDICTION.
5. ANY ECB PULLED OUT, TORN, OR OTHERWISE DAMAGED SHALL BE REPAIRED OR
REINSTALLED. ANY 5U9GRADE AREAS BELOW THE GEOTEXTILE THAT HAVE ERODEa TO CREATEO
A VOID UNDER THE BLANKET, OR THAT REMAIN DEVOID OF GRASS SHALL BE REPAIRED,
RESEEDED ANQ MULCHED AND THE ECB REINSTRLLED.
NOTE: MANY JURISDICTIONS HAWE BMP DErAILS TtiAT VARY FROM UOFCD STANOARD L7ETAILS.
CONSULT WITFi LOCAL JURISOICTIONS AS TO WHICH QETAIL SHOULD BE USED WHEN
OIFFERENCES ARE NOTE�.
�DETNLS ADAPTEO FRO�A DOUGL45 COUNTY, COLORADO AND TOWN OF PARKER COLORADO, NOT AVAILABLE IN AU70CA�J
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
RECP-9
Rolled Erosion Control Products (RECP) EC-6
DIVERSIDN DITCH
TYPICALLY AT TOP OF
SLOPE
STAGGER OVERI.APS
OVERLAPPING JOINT
STAKING PATTERN PER
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November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
Concrete Washout Area (CWA)
�
RECP-7
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SECTION A oErai� �
CWA-1. CONCRETE WASHOUT AREA
CWA INSTALLATI�N NOTES
1. SEE PLAN VIEW FOR:
-CWA INSTALLATION LOCATION.
2. DO NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE PATHWAY OR
WATERBODY. DO NOT LOCATE WITHIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES. IF
SITE CONSTRAINTS MAKE THfS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE,
THE CWA MUST BE INSTALLEO WITH AN IMPERMEABLE LINER (1 fi MIL MIN. THICKNESS) OR
SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A
LINED A80VE GRdUNO STORAGE ARE SHOULD 8E USEO.
3. THE CWA SHALL BE INSTALLED PRIOR TQ GONCRETE PLACEMENT ON SiTE.
4. CWA 5HALL INCLl1�E A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY 8' SLOPES
LEAbWG OUT OF THE SUBSURFACE PIT SHALL BE 3.1 OR FLATTER. THE PIT S�1ALL BE AT
LEAST 3' OEEP.
S. BERM SURROUN�ING SIOES ANO BACK QF THE CWA SHALL HAVE MINIMI�M HEIGHT OF t'_
6. VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWNRQS THE CWA.
7. SIGNS SHALL 6E PLACED AT THE CONSTRUCTi�f� ENTR,4NCE, AT THE CWA, AND
ELSEWHERE AS NECESSARY TO CLEARLY iNDICATE THE LOCATION OF THE CWA r0 OPERATORS
OF COfJCRETE TRUCKS AND PUMP R�GS.
8. USE EXCAVATED MATERIAL FaR PERIMETER BERM CDNSTRUCTION.
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
CWA-3
EC-6
Rolled Erosion Control Products (RECP)
EROSION CONTROL BLANKET INSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION OF ECB.
-7YP£ OF ECB (STRAW, STRAW-CaCONUT, COCONUT, OR EXCELSIOR).
-AREA, A, IN SQUARE YARQS OF EACH TYPE OF EC8_
2. 100% NATURAL AND BIODEGRADABLE MATERIALS ARE PREFERRED FOR RECPs, ALTHOl7GH
SOME JURISQICTIONS MAY ALLOW OTHER MATERIALS IN SOME APPLICATIONS.
3. IN AREAS WHERE ECBs ARE SHOwN ON THE PLANS, THE PERMITTEE SHALL PLACE
TOPSOIL AND PERFORM FINAL GRADING, SURFACE PREPARAtION, AN� SEELIING AND MULCHING.
SlJBGRA�E SHALL BE SMOOrH ANO MOIST PftIOR TO EC6 INSTALLATION AND THE EC6 SHALL
8E IN FULL CONTAC7 WITH SUBGRADE. NO GAPS OR VOIOS SHALL EXIST UNDER THE
BLANKET.
4. PERIMETER ANCHOR TRENCH SHALL BE USED ALONG THE OUTSIOE PERIMETER OF ALL
BLANKET AREAS.
5. JOINT ANCHOR TRENCH SHALL BE USED TO JOIN ROLLS dF ECBs TOGETHER
(LONGITUDINALLY AND TRANSVERSELY} FOR ALL ECBS EXCEPT STRAW WHICH MAY USE
AN OVERLAPPING J�INT.
6. INTERMEDIATE ANCHOR TRENCH SHALL 8E USEO AT SPACING OF ONE-HALF ROLL LENGTH
FOR COCONUT AND EXCEL510R ECBs.
7. OVERLAPPING JOINT DETAIL SFiRLL BE uSEO TO JOIN ROLLS OF ECBs TOGETHER FOR ECBs
ON SLOPES.
8. MATERIAL SPECIFICATIONS OF ECBs SHALL CONFORM Ta TABLE ECB- t.
9. ANY AREAS OF SEEDINC AND MULCHING DISTURBED IN THE PROCESS OF INSTALLING EC85
SHALL BE RESEEDEO AND MULCHED.
10. DETAILS ON OESIGN PLANS F�R MAJOft D�2AINAGEWAY STA8ILIZATION VJILL G�VEftN IF
DIFFERENT FROM THOSE SHOWN HERE.
TABLE ECB-1. ECB MATERIAL SPECIFICATIONS
TYPE COCONUT STRAW EXCELSIOR RECOMMENDED
CONTENT CONTENT CONTENT NETTING•'
STRAW* - 100% _ Ddl18LE/
NATU RAL
STRAW- 30% MIN 70% MAX DOUBLE/
COCONUT NATURAL
C�CONUT 1flQ% - _ DOUBLE/
NATURAL
EXCELSIOR _ ��fl% DOUBLE/
NAiURAL
•STRAW ECBs MAY 4NLY BE USEO OVTSIOE OF STREAMS AND ORAINAGE CNANMEL.
•`A�TERNAfE NET�ING MAY 8E ACCEPiAOLE IN SOME JURIS01CT10N5
RECP-8
U�i► �i I
CWA-4
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Concrete Washout Area (CWA)
CWA MAINTENANCE NOTES
i. INSPECT BMPs EACH WORKDAY, AND MAINTAW THEM IN EFFECTIVE OPERATWG CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
PbSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLO`NlING A STORM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2 FREQUENT OBSERVATI�NS ANO MAVNTENANCE ARE NEC£SSARY TO MAINTAIN BMPs 1�1
EFFECTIVE OPERATWG CONDITION INSPECTIONS AND CORRECTIVE MEASURES SHOUL� BE
OOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
DISCOVERY OF THE FAILURE.
4. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGEO AS NECESSARY TO MAINTAIN
CAPACITY FOR CONCRETE WASTE. CONCRETE MRTERIALS, ACCUMULATED IN PIT, SHALL BE
REMOVED ONCE THE MATERIAL5 HAVE REACHEO A OEPTH OF 2'.
5. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE AN❑ ALL OTHER DEBRIS
iN THE SUBSURFACE PIT SHALL BE TRANSPORTE� FROrn THE JOB SITE iN a wATER-TiGHT
CONTAINER AND DISPOSED OF PROPERLY.
6. THE CWA SHALL REMAIN W�LACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED.
7. WHEN THE CWA IS REMaVED, COVER THE DISTURBEa AREA 4VITH rOP S�IL, SEED AND
MULCH OR OTHERWISE STA@ILIZED IN A MANNER APPROVED BY THE LOCAL JURRSDICTION.
{DET,sJL ADAPTED FROtJ DQUGIAS COUNTY, WLORA�D ANO THE CITY OF PARKER, COLORA00, NOT AVAILABLE IN AUT6CAD).
NOTE: MANY JURISDICTIONS HAVE BMP �ETAILS THAT VARY FROM UDFCD STANDARO DEiAILS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN
DIFFERENCES ARE NOTED.
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
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Urban Storm Drainage Criteria Manual Volume 3
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Urban Storm Drainage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
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November 2010 Urban Drainage and Flood Control District VTC-3 VTC-4
Urban Storm Drainage Criteria Manual Volume 3
50 FOOT iMIN.
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Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL)
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Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
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Urban Storm Drainage Criteria Manual Voluine 3
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SCL-6
Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
213 of 216
COMPACTED SUBGRADE J SECTION A
SM-4 Vehicle Tracking Control (VTC)
5TABILIZE� CONSTRUCTION ENrRANCE/ExIT IfVSTALlAT10N NOTES
1. SEE PLAN VIEW FOR
-LOCATfON OF CONSTRUCTION ENTRANCE(S)/EXIT(S).
-TYPE OF CONSTRUCTI�N ENTRANCE(S)/ExITS(5) (WITH/WITH�UT WHEEL wASH,
CONSTRUCTIQN MAT OR TRM).
2. CONSTRUCTION MAT OR TRM STABILIZEO CON5TRUCTION ENTRANCE5 ARE dNLY TO BE
USED ON SNORT DURATION PROJECTS {TYPICALLY RAI�iGING FROM A WEEK TO A MONTH)
WHERE THERE WILL BE LIMITED VE�iICULAR ACCESS.
3. A STABILIZEO COiJSTRUCTION ENTRANCE/EXIT SHALL BE LOCATED AT ALL ACCESS POINTS
wHERE vEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-�F-WAYS.
4. 5TA61LIZED CONS�RUCTION ENTRANCE/EXIT SHALL HE INSTALLEQ PRIOR TO ANY LAND
DISTURBING ACTIVITIES.
5. A N0'N-W�VEN GEOTEXTILE FABRIC SHALL BE PLACEO UNDER THE STABIUZED
CONSTRUCTION ENTRANCE/EXIT PRIOR TO THE PLACEMENT OF ROCK.
6. UNLESS flTHERWISE SPECIFIE� BY LOCAL JURISDICTION, ROCK SHALL CONSIST OF OOT
SECT. #703, AASHrO #3 COARSE AGGREGATE OR fi" (MINUS) ROCK.
STABILIZED CONSTRUCTION ENTRANGEfEXIT MAINTENANCE NOTES
1_ INSPECT BMPs EACH WdRKDAY, AND MAINTAIN TNEM IN EFFECTIVE QPERATING C�NOITIaN.
MAINTEfJANCE dF BMPS SHOULD BE PROACTIVE, NOT REACTNE. fNSPECT BMPs AS SOON AS
POSSIBLE (AND ALWAYS WITHIN 24 HQURS� FOLLOWING A STORM THAT CAUSES SURFACE
EROSION, AN� PERFORM NECESSARY MAINTENANCE.
2. FREQUENT 08SERVATIONS AND MAINTENANCE ARE NECESSARY Td MAINTAIN BMPS IN
EFFECTIVE OPERATING CONDITION. INSPECTIdNS ANO CO�RECTIVE MEASURES SHQULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAWE FF,ILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED I�PON
DISCOVERY OF THE FAILURE.
4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STABILIZED
ENTRANCE/EXIT TQ MAINTAIN A CJNSISTENT OEPTH.
5. SEDIMENT TRACKED ONTO PAVED ROAOS IS TO BE REMOVE� THRQUGHOUT THE DAY AND
AT THE EN� C3F THE DAY BY SHOVEL9NG OR SWEEPWG. SEOIMENT MAY NOT BE WASHE❑
DOWN STORM SEWER DRAINS.
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM U�FCD STAN�ARO DETAILS.
CONSULT WITH �OCAL JURISDICTIONS AS TO WHICH OETAI� SHOULO 8E USED WHEN
DIFFERENCES RRE NaTED.
(QEiNLS ADAPTEO FROM CITY OF BROOMFlELD. COLORADO. NOT AVAILABLE IN AUTOCA�)
VTC-6
SC-6
SHEET
FLOW
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
si�r
FENCE
AREA
INLET
SILT
� FENCE
EC8
2:1 MfiX
.
i �3 AREA
� IN�ET
ECB
CONCENTRATED
���
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C�7
1�1
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��
1 MIN
2' MAX
ROCK FfLTER FLOW
OR ROCK SOCK
{USE IF FLOW
IS CONCENTRATED)
IP-5. OVEREXCAVATION INLET PROTECTION
OVEREXCAVATION WLET PROTECTION INSTALLATION NOTES
1. THIS F�RM OF INLET PROTECTION IS PRIMaRILY APPLICABLE FOR SITES THAT HAVE NOT
YET REACHE� FINAL GRADE ANO SHOULD BE USED ONLY FOR INLETS WITH A RELATIVELY
SMALL C�NTRIBUTING DRAINAGE AREA.
2. WHEN USWG FOR CONCENTRATED FLOWS, SHAPE BASIM IM 2:1 RATIO WITH LENGTH
�RIENTEO TOWAR�S 0lRECTION OF FLOW_
3. SEDIMENT MUS� BE PERIODfCALLY REMOVED FROM THE OVEREXCAVATED AREA.
0 0 0 o INLET GRATE
o a
STRAW BALE {SEE STRAW
BALE DESIGN DETAIL)
IP-6. STRAW BALE FOR SUMP INLET PROTECTION
STRAW BALE BARRIER INLET PROTECTION INSTALLATION NOTES
i. SEE STRAW BALE DESIGN DETAIL FOR INSTALLATIaN REQUIREMENTS.
2. BALES SHALL BE PLACED IN A SINGLE ROW AROUND THE INLET WITH ENDS OF BALES
TIGHTLY ABUTTING 4NE AN�THER.
IP-6
Urban Drainage and Flood Control District August 2013
Urban Storm Drainage Criteria Manual Volume 3
SC-6 Inlet Protection (IP)
-
rtr��+r�
_,�
IP
ROCK
SOCKS
�'' 2"x4" WOOD STUD �
r ,- �1' MIN.
' : c� -�; ,.� ' ; '� ' ;,: CURB INL�T -
2"x4�" VJOOD - SECTION A -
STUD
IP-1. BLOCK AND ROCl� SOCK SU�IP OR ON GRADE
INLET PROTECTION
SEE ROCK SOCK DESIGN
ROCK DETAIL FOR JOINTING
SOCKS 16" CWOER � g" CINOER
_ ELQCKS BLQCKS
'_' a ' ` -• FLOW --��
BLOCK AND CURB SOCK INLET PROTECTION INSTALLATION NOTES
1. SEE R4CK SOCK DESIGN DETAIL FQR INSTALLATION RE4UIREMENTS.
2. CONCRETE "CINDER° 6LOCKS SHALL BE LAID ON THEIR SIDES AROUND THE INLET IN A
SINGLE ROW, ABUTfING ONE ANOTHER WITH THE OPEN ENO FACING AWAY FROM THE CURB.
3. GRAVEL BAGS SHALL BE PLACED AROUND COIVCRETE BLOCKS, CLO�ELY ABUTTING ONE
ANOTHER AND JOINTED 70GETHER lN ACCORDANCE WdTH ROCK SOCK DESIGN DETAIL.
MINIMUM OF
TWO CURB
50CKS APPROX 30 DEG. BLOCK ANO ROCK SOCK INLET
� PROTECTION(SEE DETAIL IP-1)
� � � . : _ - "r'1' .. � .!
CURB SOCK � �~�' �
_ �
FLOW � . �.::;� � -t'.'a, � - - ;
' AAIAI I Z'_4'
IP-4
IP-2. CURB ROCK SOCKS UPSTREAM �F
INLET PROTECTION
CURB ROCK SOCK INLET PROTECTION INSTALLATION N�OTES
1. SEE ROCK SOCK OESIGN DETAI� INSTALL/lTION REQUIREMENI"S.
2. PLACEMENT OF THE SOCK SHALL 8E APPRdXIMATELY 30 DEGREES FROM PERPENDICULAR
IN THE OPPOSITE DIRECTION OF FLOW.
3. SOCKS ARE Td BE FLUSH WITH THE CURB AND SPACED A MINIMUM OF 5 FEET APART.
4. AT �EAST TWO GURB SOCKS IN SERIES ARE RE�UIRED UPSTREAM OF ON-GRAQE INLETS.
Urban Drainage and Flood Control District August 2013
Urban Storm Drainage Criteria Manual Volume 3
Inlet Protection (IP)
:;►7�
FLOW �
CULVERT
END SECTION.
- RQCK SOCK
SC-6
�IP
L
o t� 2`� MIN.) �
- � -;-i -
BACKFILL UPSTREAM ROCK
OF WATTLE SdCK
CULVERT INLET PROTECTION SECTION A
PLAN ,�" MIN
���:
KEY IN ROCK SOCK 0" ON BEDROCK, PAVEMENT OR RIPRAP
KEY IN ROCK SOCK 2" ON EARTH
SECTION B
CIP-1. CULVERT INLET PROTECTION
CULVERT INLEr PROTECTION INSTALLATI�N NaTES
1. SEE PLAN VIEW FOR
-LOCATION aF CULVERT INLET PROTECTION.
2. SEE RflCK SOCK �ESIGN OETAIL FOR ROCK GRADATION REQUIREMENTS RND JOINTING
DETAIL.
CULVERT INLET PROTECTION MAINTENANCE NOTES
1. IN5PEC� BMPs EACH WORKDAY, AND MAINTAW THEM IN EFFECTIVE OPERATING CON�ITfdN.
MAINTENANCE OF BMPs SHOULD BE PRQACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS
P05518LE (AND ALWAYS WITHW 24 NOURS} FaLLOWING A STaRM THAT CAUSES SURFACE
ERaSION, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE OPERATWG CONDITIflN. INSPECTfONS AND CQRRECTIVE MEASURES S�10ULD BE
DOCUMENTE� TNOROUGHLY.
3. V�HERE BMPs HAWE FAILE�, REPAIR flR REPLACEMENT SHOUL� BE INITIATED UPON
DISCOVERY 0'F THE FAILURE.
4. SEDIMEN� ACCUMULATED L1P5TREAM aF THE CULVERT SHALL BE REMOVEO WHEN THE
SEDIMENT DEPTH IS YZ THE HEIGHT Of THE ROCK SOCK.
5. CULVERT WLET PROTECTION SHALL REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED
AREA IS PERMA�tENTLY STABIu2E0 ANO APPROVED 9Y THE LOCAL JURISDICTION.
(DETNLS AOAPiE� FROM AURORA, COLORMO, NOT AVNLA9LE IN AUiOCADJ
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FRQM UDFCD STANDARO DETAILS.
CONSULT WITH LOCA� JURISDICr10NS AS TO WHICH DETAIL SHOULD 8E USEO WHEN
O�FFERENCES ARE NOTED.
August 2013 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
IP-7
Inlet Protection (IP) SC-6
;■r
r
ROCK SOCK
=7 GRATE I �
SEE ROCK SOCK DETNL
FOR .faINTING
IP-3. ROCK SOCK SUMP fAREA INLET PROTECTION
R�CK SOCK SUMP/AREA INLET PRaTECT10�1 INSTALLATION NOTES
1. SEE ROCK 50CK DESIGN DETAIL FOR INSTALLATION REqUIREMENTS.
2. STRAW WATTLES/SED{MENT CONTROL LOGS MAY 8E USED IN PLACE OF ROCK SOCKS FOR
INLETS IN PERVIOUS AREAS. INSTALL PER SEDIMENT CONTROL LOG DETAIL.
� SF�
� ❑ �
� �
� 5FJ
SILT FENCE {SEE SILT
FENCE DE51GN OETAIL )
IP-4. SILT FENCE FOR SUMP INLET PROTECTION
SILT FENCE INLET PROTECTION INSTALLATION NOTES
1. SEE SILT FENCE DESIGN DETAIL FOR INSTALLATION REQUIREMENTS.
2. POS�'S SHA�L BE PLACED AT EACH CdRNER O� THE INLET AND AROUND �HE E�GES
AT A MAXIMUM SPACING OF 3 FEET.
3. STRAW WATTLES/SEDIMENT CONTROL LOGS MAY BE USED IN PLACE OF SILT FENCE FOR
Ih1LETS IN PERV�OUS AREAS. INSTALL PER SEDIMENT CONTROL LOG DETAIL.
August 2013
SC-6
IP-5
Inlet Protection (IP)
GENERAL INLET PR�TECTION �NSTALLATION NOTES
1. SEE PLAN VIEW FOR:
-LOCATION OF INLET PROTECTION.
-TYPE OF INLET PROTECTION (IP.1, IP.2, IP.3, IP.4, IP.5, IP.fi)
2. INLET PROTECTION SHALL BE INSTALLEO PROMPTLY /iFTER INLET CONSTRUCTI�N OR PAYING
IS COMPLErE (TYPICALLY WITHIN 48 HOURS}. IF A RAINFALL/RUNOFF EVENT IS FORECAST,
INSTALL INLET PROTECTION PRIOR TQ 4NSET OF EVENT.
3. MANY JURISDICTIONS HAVE BPdP DETAILS THAT VARY FROM UDFC� STANDARD D�TAiLS.
CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SNOULD BE USED U4HEN
DIFFERENCES ARE NOTED.
INLET PROTECTION MAINTENAt�CE NOTES
1. INSPECT BMPs ERCH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION.
MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SDON AS
PQSSIBLE (ANO ALWAYS WITHIN 24 HOURS) FQLLOWING A STORM THAT CAUSES SURFACE
ERa510N, AND PERFORM NECESSARY MAINTENANCE.
2. FREQUENT OBSERVATIONS ANO MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN
EFFECTIVE fl�ERATI�VG CONDITION. INSPECTIONS AND CORRECiIVE MEASURES SHOULD BE
DOCUMENTED THOROUGHLY.
3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON
aISCOVERY OF THE FAILURE.
4. SEDIMENT ACCUMULATEd UPSTREAM OF INLET PROTECTION SHALL BE REMOVED AS
NECES5ARY TO MAINTAIN BMP EFFECiIVENESS, TYPICALLY WHEN STORAGE VOLUME REACHES
50% OF CAPACfTY, A �EPTH OF b" WHEN SILT FENCE IS USED, OR Y� OF THE HEIGHT FOR
STRAW BALES.
S INLET PR�TECTION IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTUR6ED AREA IS
PERMANENTLY STABILIZED, UNLESS THE LOCfrL JURISDICTION APPROVES EARLIER REMOVAL OF
INLEi PROTECTION IN STREETS.
6. WHEN INLET PROTECTION AT AREA INLETS IS REMOVED, THE OISTURBED AREA SHALL BE
COVERED WITH TQP SOIL, SEEDED AND MULCHED, flR OTHERWISE STABILIZE� IN A MANNER
APPROVEO BY THE LOCAL JURISOICTION.
�DETAIL AllltPTED FROM iOWN af f'PRKER, COLORA�O AN� CITY QF ,4URORA, COLORPDO, NOT AVAILABLE IN AUTOCAO)
NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS.
CONSULT WITH LQCAL JURISDICTIONS A5 TO WHICH DETAIL 5i10ULD BE USED WHEN
OIFFERENCES ARE tJOTED.
NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONRL
METHODS OF WLET PRO7ECTION IN THE DENVER METRQPOUTAN AREA. THERE ARE MANY
PROPRIETARY WLET PROTECTION METHOQS ON THE MARKET. UDFCD NEITHER ENDORSES NOR
DI5COURFtGES USE OF PROPRIETARY INLET PROTECTION; HOWEVER, IN THE EVENT
PROPRIETARY METHODS ARE USEO, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST
BE INCLUOEO IN THE SWMP AND THE BMP MUS7 BE INSTALLED ANO MAiNTAINED AS SHOWN
IN THE MANl1FACTURER'S DETAILS.
�OTE: S4ME MUNICIPAUTIES D9SCOURAGE OR PROHIBIT THE USE OF STRAW BALES FOR INLET
PROTECTION. CHECK WITH LOCA� JURIS�ICTION TO DETERMINE IF STRAW BALE INLET
PROTECTION 15 ACCEPTABLE.
IP-8
Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
Urban Drainage and Flood Control District August 2013
Urban Storm Drainage Criteria Manual Volume 3
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
214 of 216
2'
TYF
OPEN CENTER CLOSED CENTER
CUL-DE-SAC
JOINT IS NDT REQUIRED IF CURB AND
GUTTER IS POURED MONOLITHICALLY
WITH ADJACENT LANE.
, A �
� ' � SHOWS
E � E CURB AND
INLET OR GUTTER -
� HOLE I � I �
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SHOWS �
INTEGRAL �
CURB �E E
- L-- --- ---- --
INLET
OR
MANHOLE
NOTES
1. LONGITUDINAL JOINTS SHALL BE PLACED ADJACENT TO LANE MARKINGS WHEN POSSIBLE,AND HAVE A MAXIMUM SPACING OF
13 FT.(15 FT.IS PERMITTED WITH MONOLITHIC CURB AND GUTTER).
2. CONSTRUCT TRANSVERSE JOINTS PERPENDICULAR T� THE CENTERLINE OF PAVEMENT AND EXTEND THRDUGH THE CURB OR
CURB AND GUTTER.
� 3. PLACE �/2 IN.MIN.EXPANSION JOINT FILLER IN TOP 6 IN.OF CURB JOINT AT INTERSECTION RETURN RADIUS PDINTS.
4. THE CONTRACTOR SHALL,UNLESS OTHERWISE SHOWN ON THE PLANS,SELECT AND USE A BOND BREAKER
AT 1NLETS,MANHOLES AND SIMILAR SIZE STRUCTURES.SMALLER STRUCTURES SUCH AS VALVE AND MONUMENT 80XES
SHALL NDT REQUIRE A BOND BREAKER.
5. WHERE A LONGITUDINAL JOINT PASSES LESS THAN 1 FT.FROM A CAST-IN-PAVEMENT MANHOLE OR SIMILAR SIZE
STRUCTURE,A TYPICAL 2 fT.RADIAL JOINT,AS SHOWN IN THE DETAILS,SHALL BE USED.
6. TRANSVERSE JOINTS SHALL EITHER INTERSECT THE CENTER OF CIRCULAR MANHOLES AND INLETS OR BE AT LEAST
4 FT.AWAY FROM THE EDGE �F CIRCULAR MANHOLES.SEE CURB INLET BOXOUT DETAIL ON SHEET 5.
7. TRANSVERSE CONSTRUCTION JOINTS SHALL BE LOCATED AT A O JOINT.
6. THE ENGINEERS SHALL HAVE AN OPTION TO USE INDIVIDUAL DOWELS IN THE O JOINT ON SHORT RUN (2' ± 6")
TO CURB RADIUS RETURNS.
8'MINIMUM CURB INLET ' A /
OR 15' MAXIMUM BOXOUT �IE � / �
� (SEE DETAIL ON
� SHEET 5) � ,__� �
�� -�J
- --- -- ----- �
L -- ---- ---- --- -L - 13
MAX.
n r � �
---- - � --- ---- --- - --- ------- -- ------- - - ---- ---- ---- ---- --- ------� ----------- -- ----- -
------ ---- -- ---- ---- --- ---
� C � 2' TYP � -
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E � E
L i � i L CURB INLET T ��� 2' f6" TYP. L
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�/p" EXPANSION �E SHEET 5) .� �� ROUNDING OF ANGLE BY INTEGRAL INLET OR �`LJ
JOINT FILLER � � E FORMING OR SLIPFORM PAVING CURB MANHOLE �
�" / PERMISSIBLE.
HMA PAVEMENT
Com uter File Information Sheet Revisions
Creation Date: 07/31/19 Date: Comments
Designer Initials: JBK R-X
Last Modification Date: 07/31/19 R-X
Detailer Initials: LTA R-X
CAD Ver.: MicroStation V8 Scole: Not to Scale Units: Enqlish R-X
TYPICAL CURBED PAVEMENT JOINT LAYOUT
Colorado Department of Transportation
2829 West Howord Place
� CDOT HQ, 3rd Floor
� Denver, CO 80204
Phone:303-757-9021 FAX:303-757-9868
Pro ject Development Branch JBK
1'-6"
1-1/2" �
1 1/2"R.
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1 /8" TO 7 /4"R.
1-1 /2" TO •', '
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(FORT COLLINS ONLY)
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3" 3 1 /2" 3" �
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* 6" w/concrete pavement CONCRETE PAVEMENT
8" w/asphalt
BARRIER CURB (KEY WAY OR EPDXY) MOUNTABLE CURB (KEY WAY OR EPDXY)
(SECTION B) (SECTION M)
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•' a � a r ROADWAY -' a�' ,'a ea., '
�• � PAVEMENT T ' . � . . �
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e a a d , a'. � ..
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8" BARRIER CURB 6" MOUNTABLE CURB
(CDOT TYPE 2 SECTION B M-609-1 CURB W/8" REVEAL)
Notes:
a.) Bottom of curb shall be poured to a depth no less than on the compacted subgrade of the pavement.
b.) Raised center medians shall be 8" barrier curb or 8" epoxy curb only.
MEDIAN (ISLAND CURBS)
LARIMER COUNTY CONSTRUCTION REVISION N0: 2 DRA�PING
URBAN AREA DRAWINGS
STREET STANDARDS DATE: 04/01/07 '� O 3
JOINT LEGEND
(SEE SHEET 5 FOR JOINT DETAILS)
� A EXPANSION \
� TRANSVERSE CONTRACTION
DR CONSTRUCTION
______�______ LONGITUDINAL
`"J CONSTRUCTION
_________SZ_________ LONGITUDINAL
``J CONTRACTION
� LONGITUDINAL
� CONSTRUCTION J
MAY BE ALIGNED WITH
FRONT OR BACK OF HMA PAVI
CURB.
CONCRETE STANDARD PLAN NO.
M-412-1
PAVEMENT JOINTS Standard Sheet No. 3 of 5
Issued by the Project Development Branch: July 31, 2019 Project Sheet Number:
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W W W W W W W W •'•
W W W W W W W W /W� V
W W W W W W W W/"� W
W W W W W W W W � W
W W W W W W W W W
Detached Sidewalk
V W W W W W W W W W
W W W W W W W W W
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PERMISSIBLE ALTERNATIVE
JOINTS WITH
SMALL RADII < I6'
2' t 6" TYP.�
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W W W W W W W W W W ♦
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Driveway W W W W W W W W W W ♦
W W W W W W W W W W W
W W W W W W W W W W ♦
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Sidewalk W W W W W W W W W W W
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Attached Sidewalk
� T.C.
6'-0" F. L.
Lip
Min.
8" Commercial
1 /2" Expansion 6" Residential
Joint Material 1 /2" Expansion
Joint Material
Detached Attached
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SECTION A—A
All Sidewalk Thickness Shall Be 6" minimum.
NOTE:
1. Sidewalk grade shall remain consistent across driveway
2. For driveway design requirements, see CONST. DWG. Series 706 & 707
3. This detail applies to Residential & Commercial driveways.
NOT TO SCALE
STANDARD SIDEWALK
LARIMER COUNTY CONSTRUCTION REVISION N0: 4 DRA�PING
URBAN AREA DRAWINGS
STREET STANDARDS DATE: 02/17/15 1 6 0 1
c
SEE BRIDGE PLAN
FOR DEPTH
APPROACH 1�
SLAB JOINT CONCRETE
ROADWAY SLAB
. D . D . p . . D . . . D . D . . D . T D
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SEE BRIDGE
PLAN FOR
DESIGN AND JOINT 5�
BRIDGE APPROACH
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�/4" BELOW SURFACE
T o e e o. S s o SEE DOWEL SPACING
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SEALANT �' ' e D o � g" 9" ON THE PLANS
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MATERIAL � ° � oe �
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� DOWELED TRANSVERSE
EXPANSION JOINT CONSTRUCTION OR CONTRACTION JOINT
(TRANSVERSE WEAKENED PLANE JOINT)
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LONGITUDINAL LONGITUDINAL �
CONSTRUCTION JOINT CONSTRUCTION JOINT
LONGITUDINAL
� USE ONLY IF T>_ 8 IN. � USE ONLY IF T< a iN. CONSTRUCTION JOINT
FORM ONLY FEMALE KEYWAY
SEAL AT sc
CONSTRUCTION JOINT
Sheet Revisions
Date: Comments
R-X
R-X
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JOINT SEALANT JOINT SEALANT
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Computer File Information
Creation Date: 07/31/19
Designer Initials: JBK
Last Modification Date: 07/31/19
Detailer Initials: LTA
CAD Ver.: MicroStotion V8 Scole: Not to Scale Units:
SAWED JOINT �
�'� USE T/4 WHEN T< 8 IN.
Colorado Department of Transportation
2829 West Howard Place
� CDOT HQ, 3rd Floor
� Denver, CO 80204
Phone:303-757-9021 FAX:303-757-9868
Pro ject Development Branch JBK
THE TRANSVERSE JOINT IN
MONOLITHIC CURB AND GUTTER
SHALL BE SAWED TO THE SAME
DEPTH AS THE PAVEMENT.
BOTTOM �F SAW CUT
� D S D
. � ° 15" � � 15" i
TT36° CTRS. .
T/2 TIE BARS . � .
D D ' D
�
LONGITUDINAL
CONTRACTION JOINT
(LONGITUDINAL WEAKENED
PLANE JOINT)
A KEYWAY IS ALLOWED TO
FACILITATE USE OF BENT
TIE BARS OR APPROVED
TWO PIECE CONNECTORS
2 EACH 8° BLADES
MOUNTED TO POST
WITH 4 EACH DRIVE
RIVETS WITH
NYLON WASHERS
�I�
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Cross section of post
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R1-1 `STOP" SIGN 30' DIAMOND GRADE. SIGN
MOUNTED TO POST WITH 1 EACH DRIVE RIVET
WITH NYLON WASHER AGAINST SIGN FACE (ON �
TOP OF THE SIGN). THE BOTTOM OF THE SIGN
SHALL BE MOUNTED WITH 1 EACH 5/16'x2-1/2' HEX
BOLT WITH METAL AND FROM NYLON WASHERS
(NYLON WASHER AGAINST SIGN FACE) AND
SECURED WITH 1 EACH 5/16' HEX NUT ON THE
BACK SIDE OF POST.
2°x2°x10'OR12'
12 GAUGE TELESPAR POST
CRITERIA FOR SINGLE POST
Max. Sign Panel AnchorlStub * Post Size *
36'x36' 2.25'x2.25'x3'-0' 2'x2'x17-0'
* 12 Gauge
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ANCHOR/STUB
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ROM Fr
3' - 6' ABOVE GRADE I
Street Curb J
2 1 /4' Anchor
(22F12A31)
See Figure 16-1
NOTES:
1. Attach the sign panels tightly to the post and use 5/16" (ID) X 3/4" (OD) washers to keep the sign from
breaking loose from the post when hit by a vehicle.
2. Sign panels should be mounted a minimum of 7 feet above the pavement or ground.
3. Signs larger than 36 inches in length or width require wind bracing and special post design.
4. Anchor Stub and post are square steel tube (perforated).
5. All "No Parking" signs shall be installed at 45° from Flow Line.
6. Stop sign to be installed at Point of Curvature (PC) for direction of travel.
SIGN POST
LARIMER COUNTY CONSTRUCTION REVISION N0: 2 DRAWING
URBAN AREA DRAWINGS
STREET STANDARDS DATE: 08/01/21 1 4 0 1
NOTE
1. PAVEMENT THICKNESS (T),SHALL BE AS SHOWN ON THE PLANS.
PAVEMENT THICKNESS (T) DOWEL BAR DIAMETER
7 IN. <_ T< 8 IN. 1 IN.
8 IN. <_ T<_ 10 IN. 1.25 IN.
10 IN. < T 5 15 IN. 1.50 IN.
REINFORCING SIZE TABLE
TIE BAR SIZE IS N0. 5 WHEN
PAVEMENT IS PLACED ON UNBOUND BASES.
TIE BAR IS N0.6 WHEN PAVEMENT IS PLACED ON
LIME TREATED SOIL,ASPHALT OR CEMENT TREATED,
MILLED ASPHALT,OR RECYCLED ASPHALT BASES.
� i BOND TYPICAL i BOND
BREAKER 24" i BREAKER
` RADIAL � � � � LESS
� ; � JOINT� � ' I THAN
� y � i 12��
, / 12" MIN. � � �
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A A INTEGRAL CURB Op OR �� I � Q OR �
� i������ 0 A INLET OR MANHOLE
�; U O D U 0 0 O �� CAST IN PAVEMENT
�a _
i 12" MIN - `�
i INSTALL TRANSVERSE JOINT AT
i p � BOTH BOXOUT CORNERS IF
i i BOXOUT IS 8 FT. OR LONGER. 8" MIN. APRON
,-� c� �
�/4" RECESS
CURB INLET BOXOUT D� D
INLET OR
4:1 TAPER � MANHOLE
TO MEET APRON 12„
T (SEE J�INT AO DETAIL) MIN
BOND BREAKER �/a" RECESS SECTION A-A
• • • • INLET OR
° ° ° ° MANHOLE
4:1 TAPER .
TO MEET o
STRUCTURE.
SECTION B-B
BOND BREAKER SHALL BE COMPOSED OF PLASTIC
SHEET,BUILDING PAPER OR OTHER APPROVED
MATERIAL THAT PREVENTS B�NDING.
CONCRETE STANDARD PLAN NO.
M-412-1
PAVEMENT JOINTS Standard Sheet No. 5 of 5
Issued by the Project Development Branch: July 31, 2019 Project Sheet Number:
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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
Phone: 970.226.0557
JOB N0.
1230.0009.00
SCALE
N TS
DATE
JULY 17, 2024
SHEET
215 of 216
�
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
��492���
�_¢92S�
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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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20— 25
26
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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'.
►_���:z.�.����
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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TST, INC.
CONSULTING ENGINEERS
748 Whalers Way
Suite 200 Fort Collins
Colorado 80525
P h on e: 970.226.0557
JOB N0.
1230.0005.00
SCALE
N.T.S.
DATE
JULY 2024
SHEET
2 of 37
SEE SH EET 5
POND CROSS SECTION
FG = 5002.0o N OT TO SCALE
I�, � � � � EX. 21'\SANITARY (BOXELDER) I \ \
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II �� - f_ �:; �. • PROP 4 75' STONE BATTE ED WALL �
4995.00
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� II � � � SEE DETAIL SHEET 21
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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
NORMAL BOTTOM OF
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I� I TO PHASE D PLAN SET FOR DETAIL � _
I / I / ELEV 4982.00
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� I� I '- 6'X5' RIPRAP PAD, SEE SHEETS 11-17 FOR MORE DETAILS I / `;� JFS
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I STORM FES AND RIPRAP PAD, SEE PHASE D o „ , __ 0005_GRADING PLAN
� I� 1 PLANS FOR MORE DETAIL. ROCK WALL ;:' � � scale 1=30 feet PROPOSED RIGHT-OF-WAY
� I `�,\ � I,� ��
�III� I PENETRATION DESIGN TO BE COORDINATED �/
1 � �I ' �' WITH STRUCTURAL ENGWEER. ,� � PROPOSED LOT LINE �0 ��c
III, a � ,� .:� ; , � _ �p�P......
� I 3 08 `� �, PROPOSED CENTERLINE �•%�`�'N OJP� 0�
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I�i I 1�::: NORMAL BOTTOM OF POND = 4987.00 � �;=�; , \ � '� 9`L. <.. PHASE D GRADES �/ i � 5925 Q�C�4�� G :�
BOTTOM OF POND AT INTAKE - 4982.00 p ;;`„� .::\ �... 0; AT BACK OF WALK � MONTAVA PH PROPOSED 5 CONTOUR �� �� F ..: ,��v
I� I I I L O W W A T E R S U R F A C E E L E V A T I O N = 4 9 8 6. 6 7 P R O P. D I S C H A R G E L O C A l 1 0 N �<� . y' S ,� 4<. � % O� •....•• G�
�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. �
�� I � SEEDED. SEE "NATIVE SEED-TYPE 2� TABLE ON THIS O
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.
� �i1� I � �o' :��;: O O
II I ��-= I l I l � 3. POND LINER SHALL BE CONSTRUCTED IN ACCORDANCE �
1��-I II ' _ ,, � o�� PROP. LOCATION OF STORM WITH RECOMMENDATION MADE IN "THE SUBSURFACE 1
�
��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
% �
�i /
/ • 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 � `�; ,. _ / 1 / • SILT FENCE INSTALLATION ADJACENT TO 11MBERLINE Z �
� 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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CONSULTING ENGINEERS
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 �
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PROP. 36� INTAKE PIPE. SEE 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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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.
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KEY MAP
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PIKOMETER PM-450-2400, SEE
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PIKOMETER PM-450-2400, SEE
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DATE
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1. ALL HDPE PIPE AND RCP SHALL BE
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2. WSSC CONNECTION GATE: RUBICON
PIKOMETER PM-450-2400, SEE
DETAIL SHEET 23
3. NPIC CONNECTION GATE: RUBICON
PIKOMETER PM-450-1400, SEE
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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
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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
JULY 2024
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PROP. WET WELL FOR FUTURE `L— _— --- J� a
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5019 5019
5016 5016
5013 PUMP HOUSE BUILDING 5013
5010 PUMP SKID S�� 0
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5004 PUMP HOUSE 5004
FINISHED FLOOR = 5003.50'
PROPOSED
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EXISTING
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4995 4995
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4992
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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
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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'
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36" BUTTERFLY VALVE W/ CLAM SHELL
ROMAC AND TURNING VALVE STEM RISER
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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
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WET WELL COVER TO PROTECT
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-------------------------------- 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
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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'
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CR OSS- SECT ON A- A, WET WELL AN D I N TAK E D ETAI L
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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
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MINIMUM 3' RADIUS
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SELF-CLEANING SUCTION SCREENS (X2)
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CONCRETE SUPPORTS, SEE STRUCTURAL
PLANS SHEETS 29(S2) & 32(S5) FOR
DETAILS
RAW WATER INTAKE DETAIL
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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
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___ ___ 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"(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
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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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6 IN,
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6 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
N OTE:
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.
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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
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INITIAL LIFT *
12 IN. MIN.
PIPE O.D.
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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"
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SECTION C-C "" " "" - `"'L". "
FIBERGLASS
SEPARATION CYLINDER
AND INLET
TOP SLAB ACCESS
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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.
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SECTION A—A
GENERAL NOTES:
1. AREA INLETS MAY BE USED FOR
DRAINAGEWAY OTHER THAN STREETS.
(EXAMP�E, PARKING LOTS, MEDIANDS,
SUMP BASINS)
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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.
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6 IN. TYPICAL WALLS
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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
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S E CT I O N A-A
FORT COLLINS AREA INLET
OUTLET STRUCTURE
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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 �'� � -��
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� 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 „
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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
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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 � �
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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
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The MicronLevel sits within the Sealperformance <0.1 gallons/minute/footofseal (exceedsAmerican and furopean emencaccu�acy swch�nfz.sw�ssubjeccto nstallationhydraulics.
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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•
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PikoMeter'"' measurement aeeurae Alarming Meter alarms if water depth falls below minimum required level, when
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MicronLevel'"' Air Recommended for deeper applications
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� Rubicon Water delivers advanced technologythat optimizes gravity-fed 748 Wholers Way
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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
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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
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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
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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)
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1. VAULT PIPING SHALL BE CL151 D.I.P OR BETTER
2. ALL FITTINGS, VALVES, AND JOINTS SHALL HAVE
MECHANICALLY RESTRAINED JOINTS
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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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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
GENERAL
STRUCTURAL
N OTES &
TYPICAL
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PROJECT;
#2935
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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
AT RESERVOIR INTAKE, � OF INTAKE PIPE
SEE 1/S5
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INTAKE PIPE SUpPO�T �OUNI�ATION pLAN
1, ALL REINFORCING FOR INTAKE PIPE SUPPORTS SHALL BE EPDXY COATED,
2. SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS,
3, SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY,
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1, ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPDXY COATED,
2, THE TOP OF THE 6ASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH,
3, SEE SECTION VIEW FOR BASE SLAB ELEVATIONS,
4. SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS,
5, SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY,
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�GUARDRAIL AT ACCESS HATCH,
SEE MANUFACTURER'S LITERATURE
ACCESS AND ACCESS GUARDRAIL PLAN
SEE DETAIL 3/S6 FOR ACCESS HATCH
AND GUARDRAIL SPECIFICATIONS.
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP, 4 SIDES
SEE DETAIL 2/S6 FOR CONDITION
AT ENDS OF WT 6EAM
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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 WELLS
AN D I N TAKE
PIPE SUPPORT
PLANS
PROJECT,
#2935
SCALE;
1/4" = 1'-0"
U,N,O, SHEET
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WALLS i BETWEEN WALLS i
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29 of 37
1'-8u 1�_8��
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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
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SEE NOTES AT LEFT �THIS DETAIL�
FOR "L" BAR SIZE & SPACING
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3 3/8" TO EDGE OF
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AND VERTICAL WALL BARS
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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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FOR WATERSTOP
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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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�� 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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�� PRELIMINARY ��
NOT FOR CONSTRUCTION
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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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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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
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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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7'-0" FOOTING
END VIEW OF TYPICAL PIPE SADDLE SUPPORTS
13'-0", CENTER TO CENTER OF PIPE SADDLE SUPPORTS
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3'-6" 3'-6"
22'-0" MIN, PIPE LENGTH WITHOUT SPLICE
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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
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�,
I � I
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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1 1/2°
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BAR SIDE
RAILS
1'-11 3/4" CLEAR
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THE HATCH GUARDRAIL SHALL BE A YELLOW POWDER COATED BILCO BIL-GUARD RL2-E
SAFETY RAILING SYSTEM �GUARDRAIL NOT SHOWN�,
THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED
BILCO LU2 LADDER UP SAFETY POST �NOT SHOWN�.
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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LADDER IN WET WELL
TOP OF
CONCRETE SLAB
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POSITION HATCH ON COVER PLATE
SO CENTER OF LADDER RUNGS ARE
7" FROM INSIDE FACE OF HATCH COVER
THE GUARDRAIL SYSTEM IS
NOT SHOWN ON THIS DETAIL
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REINFORCING
NOT SHOWN
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FACE OF
WET WELL WALL
SIDE VIEW OF LADDER
1/2" GAP BETWEEN INSIDE EDGE OF CONCRETE WELL
AND FACE OF STEEL ANGLE (GAP ALL SIDES OF COVER�
1/4" THICK CARBON STEEL
�ASTM A36J CHECKER PLATE
jPLACE LUGS UPI
WT 5 x 15 �ASTM A992� STIFPENER
ISEE PLAN FOR LOCATION)
WT STEM TO 3/16 1 1/2
PERIMETER ANGLE 3/16 1 1/2
2 1/2" PLATE EXTENSION BEYOND ANGLE
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CLIP STEM OF WT STIFFENER,
2n x 2°
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
O PROVIDE 7/8" DIAMETER
HOLE IN CHECKER PLATE
AND ANGLE FOR PAD EYE
PAD EYE
REMOVABLE PAD EYE ��— pAD EYE AT CENTER OF ANGLE
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CHECKER PLATE � ;
3/4" HEAVY HEX NUT,
TACK WELDED TO BOTTOM
OF ANGLE 13 SIDES�
=PERIMETER ANGLE
�
WET WELL WALL
PAD EYES AT PARKS DEPT. COVER PLATE
1, SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES
& INTAKE PIPE SUPPORTS" NOTES,
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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
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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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 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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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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SEE NOTES ABOVE �
�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
, • • • • • • • • • • • � I I I I I I � �-
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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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TO BE CONTINUOUS
#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 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,
LOCATE HOLE AT APPROXIMATE CENTER OF GRATING PANEL (CENTER BETWEEN BEARING BARS�
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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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�P�� L �cF
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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
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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3" CLEAR
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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FOOTING, SEE PLAN FOR WIDTHS
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2'-0"
TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS
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1, DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
2, DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS, SEE DETAIL 4/S1,
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T,O, WALL ELEV, 5110.00'
T,O, FOOTING ELEV, 5102,50'
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1, TOP OF BASE SLAB AND WALLS SHALL 6E LEVEL,
2. ALL REINFORCING FOR BASE SLA6 AND WALLS SHALL BE EPDXY COATED. SEE NOTES ON S1.
jSCALE; Y4" = 1'_0")
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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
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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1, FOR DETAILS NOT SHOWN OR NOTED, SEE DETAIL 3/S8, ADD'L VERTICAL #6 6ARS NOT REQUIRED AT HEADWALLS,
NPIC HEA�WALL �ASE SLA� PLAN
1, ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPDXY COATED, SEE NOTES ON S1,
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EPDXY GROUTED INTO EXIST'G HEADWALL
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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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CONNECTION DETAIL IS REQUIRED, W�
(SCALE; y4n = �i_�n�
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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