SGM - Anthracite Lower Slump - Bid Set (4-28-2025 FINAL).pdf

April 23, 2025 includes hot mix asphalt paving and a concrete valley pan.

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This project includes the remediation of a roadway slump along Anthracite Drive (Lower Slump). Remediation includes improving drainage, installing a culvert and underdrains, installing a culvert, and removal and replacement of existing fill materials with a modified reinforced soil slope (RSS) embankment. The work also includes paving and construction of a concrete valley pan.

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Town of Mt. Crested Butte

Anthracite Drive Slump Rehabilitation

Sheet Index

1 Cover Sheet103 W. Tomichi Ave., Suite A 2 General NotesGunnison, CO 81230Project Site 3 Legend & Abbreviations

970.641.5355 4 Existing Conditions www.sgm-inc.com 5 Removals Plan

6 Lower Slump - Site Plan

7 Lower Slump - Plan & Profile

8 Lower Slump - RSS ProfileProject Engineer 9 Detail Sheet

Gerald E. Burgess, P.E. 38250

Town of Mt. Crested Butte

Jeffrey Smith 911 Gothic Road

Mt Crested Butte, CO 81225

(970) 349-6632

Project Contacts

Jeffrey Smith Capital Projects Manager (970)349-6632 Bobby Block Maintenance Supervisor (970)349-6632 Mark Gayeski Design Engineer, SGM (970)707-8156 Job No. 2023-113.012

Drawn by: MGJerry Burgess Project Manager, SGM (970)641-5355 Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-Admin

Title:

Cover Sheet

Bid Set Dwg No.April 2025

UNCC 1-800-922-1987

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jburgess Text Box Final Bid Set https://2025.04.04 www.sgm-inc.com

TOWN OF MT. CRESTED BUTTE CONSTRUCTION and THE WATER AND SANITATION DISTRICT CONSTRUCTION STANDARDS

ALL WORK SHALL BE DONE TO THE HORIZONTAL AND VERTICAL INFORMATION SHOWN ON THE PLANS. NO FIELD

CHANGES SHALL BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER.

CONTRACTOR SHALL BE RESPONSIBLE FOR SAFELY PERFORMING ALL WORK IN ACCORDANCE WITH APPLICABLE OSHA

THE ENGINEER AND OWNER SHALL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY

ALL PUBLIC AND PRIVATE UTILITY OWNERS SHALL BE NOTIFIED AT LEAST 48 HOURS (OR AS REQUIRED BY UTILITY

COMPANIES) PRIOR TO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY.

ALL MATERIALS AND WORKMANSHIP SHALL BE SUBJECT TO INSPECTION BY THE OWNER AND THEIR ASSIGNED REPRESENTATIVE. THE OWNER AND THEIR ASSIGNED REPRESENTATIVE RESERVE THE RIGHT TO ACCEPT OR REJECT ANY

MATERIALS AND WORKMANSHIP THAT DO NOT CONFORM TO THE PLANS OR SPECIFICATIONS.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO TAKE A SUFFICIENT NUMBER OF PRE-CONSTRUCTION PHOTOGRAPHS/VIDEOS TO RESOLVE ANY DISPUTES, WHICH MAY ARISE REGARDING THE CONDITIONS PRIOR TO AND SUBSEQUENT TO CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE COPIES OF THE PRE-CONSTRUCTION PHOTOGRAPHS/VIDEOS TO THE ENGINEER PRIOR TO THE START OF WORK. THE CONTRACTOR SHALL IDENTIFY ANY

PROGRESS AND RECORD PHOTOGRAPHS/VIDEOS SHALL BE PROVIDED BY THE CONTRACTOR TO RESOLVE DISPUTES AND TO DOCUMENT THE WORK PERFORMED AS A SUPPLEMENT TO THE RECORD DRAWINGS. IN GENERAL, ANY PHOTOGRAPHS/VIDEOS SHOULD BE SUFFICIENT TO SHOW THAT ALL WORK WAS PROPERLY COMPLETED IN

GEOTECHNICAL SUBSOIL STUDIES PROVIDED BY ROCKSOL CONSULTING GROUP AND IS AVAILABLE UPON REQUEST. THE

SUBMITTALS SHALL BE PROVIDED FOR ALL MATERIALS TO BE INCORPORATED INTO THE PROJECT. SHOP DRAWINGS SHALL BE PROVIDED FOR ALL ITEMS HAVING DIMENSIONAL REQUIREMENTS. MATERIALS SUBMITTALS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. THE ENGINEER'S REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR ACCURACY, PROPER FIT OR PROPER FUNCTIONING AND PERFORMANCE OF

THE CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY FACILITIES FOR THEIR OWN CONVENIENCE OR TO MEET LOCAL, STATE OR FEDERAL REQUIREMENTS, INCLUDING, BUT NOT LIMITED TO, POTABLE WATER, SANITARY WASTE FACILITIES, POWER, TELEPHONE, INTERNET, ETC. SANITARY FACILITIES SHALL BE LOCATED ON SITE AND SHALL BE FULLY OPERATIONAL BEFORE CONSTRUCTION CAN BEGIN. SANITARY FACILITIES SHALL BE FIRMLY SECURED AGAINST OVERTURNING AND SHALL BE PLACED AWAY FROM FLOW LINES OF STREETS, SWALES, RAIN GARDENS AND AWAY FROM INLETS. THE COST OF THESE FACILITIES WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK.

THE CONTRACTOR WILL BE RESPONSIBLE FOR DAILY CLEANING OF THE JOB SITE DURING AND AFTER CONSTRUCTION.

A CONTINUING EFFORT SHALL BE MADE THROUGH THE DURATION OF THE CONTRACT TO KEEP ALL AREAS CLEAN AND FREE OF ALL RUBBISH, REMOVED VEGETATION, CONSTRUCTION WASTE, EMPLOYEE WASTE, AND OTHER OBJECTIONABLE

MUD AND DIRT TRACKED ON TO TOWN ROADS SHALL BE SWEPT AND

FINAL CLEAN-UP MUST BE APPROVED AND ACCEPTED BY THE OWNER BEFORE THE CONTRACT MAY BE CONSIDERED

IF GRAVEL BACKFILL OR INSULATION AROUND A WATERLINE IS ENCOUNTERED, THE ENGINEER SHALL BE NOTIFIED

MT. CRESTED BUTTE WATER & SANITATION DISTRICT (MCBWSD), THE TOWN, AND ENGINEER SHALL BE NOTIFIED OF CONSTRUCTION ACTIVITIES RELATED TO EXPOSING THE WATERLINE FORTY-EIGHT (48) HOURS BEFORE COMMENCEMENT.

IF POTENTIAL SETTLEMENT OR POINT LOAD MAY DAMAGE THE WATERLINE, STRUCTURAL SUPPORT SHALL BE DESIGNED

AND UTILIZED BY THE ENGINEER. NO JOINTS SHALL BE ALLOWED BETWEEN THE SUPPORT.

IF A WATERLINE IS DAMAGED, IT IS THE CONTRACTOR'S RESPONSIBILITY TO REPAIR THE LINE IN ACCORDANCE WITH

SOURCE OF MAPPING: EXISTING FIELD CONDITIONS WERE GENERATED BY A SURVEY PERFORMED BY SGM, GUNNISON, PROPERTY LINES, MONUMENTS, BENCHMARKS, SURVEY CONTROL, AND ADDITIONAL HISTORIC SURVEY INFORMATION CANNOT BE REMOVED FOR CONSTRUCTION. DISTURBED SURVEY ITEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR

AND MUST BE RESTORED BY A STATE OF COLORADO LICENSED LAND SURVEYOR.

PROPERTY OWNER ACCESS SHALL BE MAINTAINED AT ALL TIMES BY THE CONTRACTOR. FOR THIS PROJECT, THERE IS NO POSSIBLE DETOUR AROUND THE WORK FOR RESIDENTIAL ACCESS OR ACCESS TO THE WATER AND SANITATION DISTRICTS WATER TANKS. ONE LANE ACCESS SHALL BE MAINTAINED AS PART OF TRAFFIC CONTROL. SHORT DURATION FULL CLOSURES CAN BE ACCOMODATED WITH TOWN APPROVAL IN ADVANCE AND PROPER NOTIFICATION TO

TRAFFIC CONTROL IS NECESSARY. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN FOR APPROVAL BY THE JURISDICTION OF AUTHORITY OR ENGINEER. TRAFFIC CONTROL PLAN SHALL INCLUDE METHODS OF HANDLING TRAFFIC

ALL CONSTRUCTION TRAFFIC CONTROL SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF

THE CONTRACTOR SHALL ALLOW FOR PEDESTRIAN AND BICYCLE ACCESS DURING CONSTRUCTION.

THE CONTRACTOR SHALL PROTECT FROM DAMAGE ALL TREES, BUSHES, AND EXISTING IMPROVEMENTS INSIDE AND

OUTSIDE THE LIMITS OF WORK NOT CALLED OUT FOR REMOVAL OR REPLACEMENT.

THE CONTRACTOR SHALL PROTECT THE EXISTING DRAINAGE STRUCTURES AND REROUTE ANY RUNOFF AS NECESSARY

DURING CONSTRUCTION ACTIVITIES TO PREVENT EROSION AND DAMAGE.

ALL EXISTING UTILITIES, EITHER UNDERGROUND OR OVERHEAD, SHALL BE MAINTAINED IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANY

DAMAGE TO, OR INTERRUPTION OF SERVICES CAUSED BY THE CONSTRUCTION.

THE CONTRACTOR SHALL IMPLEMENT EROSION CONTROL MEASURES (A.K.A. BEST MANAGEMENT PRACTICES OR BMPs), TO CONTROL EROSION AND SEDIMENTATION DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR INSTALLATION

AND MAINTENANCE OF ALL TEMPORARY EROSION CONTROL MEASURES.

THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO ANY SITE GRADING OR EXCAVATION ACTIVITIES. CONTRACTOR SHALL ALSO IMPLEMENT APPROPRIATE CONTROL MEASURES FOR PROTECTION OF WETLANDS, SENSITIVE HABITAT, AND EXISTING VEGETATION FROM GROUND DISTURBANCE AND OTHER POLLUTANT

THE CONTRACTOR SHALL INSPECT THE CONSTRUCTION SITE, INCLUDING ALL BMP'S, STORAGE CONTAINERS, AND CONSTRUCTION EQUIPMENT, AT LEAST EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS AFTER A PRECIPITATION

ASPHALT PAVING

1. A TACK COAT OF EMULSIFIED ASPHALT (SLOW-SETTING) SHALL BE APPLIED AT THE FOLLOWING LOCATIONS:

1.1. BEFORE PLACING NEW PAVEMENT OVER EXISTING PAVEMENT

1.2. ALONG THE FACE OF ALL EXISTING PAVEMENT, AND ALL SURFACES AGAINST WHICH ASPHALT IS TO BE PLACED

BETWEEN PAVEMENT COURSES

1.3.PREPARED BASE COURSES SHALL BE TACK COATED AT CONTRACTOR'S EXPENSE IF THE SURFACE HAS

DETERIORATED DUE TO TRAFFIC, WEATHER OR TIME LAPSE BETWEEN SURFACE PREPARATION AND PLACEMENT OF

BITUMINOUS MATERIALS, AS DIRECTED BY THE ENGINEER.

2. DILUTED EMULSIFIED ASPHALT FOR TACK COAT SHALL CONSIST OF 1 PART EMULSIFIED ASPHALT (SLOW-SETTING) AND

1 PART WATER. APPLICATION RATE SHALL BE 0.1 GALS/SQ.YD.

3. BEFORE PLACEMENT OF THE TACK COAT, THE CONTRACTOR SHALL CLEAN THE SURFACES TO BE TACK COATED.

SURFACES SHALL BE APPROVED BY ENGINEER PRIOR TO TACK COATING. CLEANING WILL NOT BE PAID FOR

SEPARATELY BUT SHALL BE INCLUDED IN THE WORK.

4. THE FOLLOWING SHALL BE USED WITH EACH BITUMINOUS PAVER:

4.1.A SKI-TYPE DEVICE AT LEAST 30 FEET IN LENGTH.

4.2.SHORT SKI OR SHOE.

5. ANY LAYER OF BITUMINOUS PAVEMENT THAT IS TO HAVE A SUCCEEDING LAYER PLACED THEREON SHALL BE COMPLETED TO THE FULL AVAILABLE WIDTH WITHIN EACH PHASE OF CONSTRUCTION BEFORE THE SUCCEEDING LAYER

IS PLACED.

6. WHERE NEW PAVEMENT IS TO ABUT EXISTING PAVEMENT, THE EXISTING PAVEMENT SHALL BE REMOVED TO A NEAT VERTICAL LINE USING A PAVEMENT-CUTTING SAW AND MILLED TO A DEPTH OF 2OVER 24WIDE, OR OTHER METHOD AS APPROVED BY THE ENGINEER. VERTICAL EDGES SHALL NOT REMAIN OVERNIGHT. THE WORK WILL NOT BE

MEASURED AND PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK.

EARTHWORK

1. ANY OPEN EXCAVATION LEFT UNATTENDED SHALL BE BARRICADED OR FENCED OFF BY THE CONTRACTOR.

2. IF GROUNDWATER IS ENCOUNTERED CONTACT ENGINEER BEFORE PROCEEDING WITH WORK IN AREA OF GROUNDWATER.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS OR EROSION ON ABUTTING PROPERTIES. CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND MEETING REQUIREMENTS OF CDPHE WATER QUALITY

CONTROL DIVISION DEWATERING PERMIT FOR ANY DEWATERING DISCHARGES.

3. PLACEMENT OF AGGREGATE BASE COURSE OR PAVING SHALL NOT BEGIN UNTIL THE ENGINEER HAS APPROVED THE SUBGRADE. THE SUBGRADE SHALL BE PROOF ROLLED (BY THE CONTRACTOR) AND APPROVED BY THE ENGINEER PRIOR TO THE PLACEMENT OF ANY SUBSEQUENT STRUCTURAL LAYERS. AREAS THAT DEFORM UNDER HEAVY WHEEL LOADS AS DETERMINED BY THE ENGINEER ARE NOT STABLE AND SHALL BE REMOVED AND REPLACED TO ACHIEVE A STABLE SUBGRADE. THE ENGINEER SHALL APPROVE THE TYPE AND WEIGHT OF THE VEHICLE TO BE USED FOR THE PROOF ROLL. THE CONTRACTOR SHALL PROVIDE ALL EQUIPMENT AND LABOR NECESSARY FOR THE PROOF ROLL.

PROOF ROLLING WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK.

4. WATER FOR COMPACTION WILL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THE WORK.

5. MOISTURE DENSITY CONTROL WILL BE REQUIRED FOR FULL DEPTH OF EMBANKMENTS AND AGGREGATE BASE COURSE

IN PAVED AREAS.

DEMOLITION AND REMOVALS

1. SAWCUT ALL ASPHALT PAVEMENT TO BE REMOVED. FINAL LIMITS OF REQUIRED SAWCUTTING AND PATCHING MAY VARY

FROM LIMITS SHOWN ON PLANS. CONTRACTOR TO PROVIDE SAWCUT AND PATCH WORK TO ACHIEVE POSITIVE DRAINAGE AND A SMOOTH TRANSITION TO EXISTING ASPHALT WITHIN SLOPES ACCEPTABLE TO THE ENGINEER AND WITHIN MUNICIPAL STANDARDS. CONTRACTOR SHALL PROVIDE ADDITIONAL SAWCUTTING AND PATCHING AT UTILITY WORK, CONNECTION POINTS TO EXISTING PAVEMENT AND FEATURES, ETC. THAT MAY NOT BE DELINEATED ON PLANS.

2. ALL EXCESS MATERIALS GENERATED FROM THE SITE ARE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE

DISPOSED OF PROPERLY.

REVEGETATION

1. THE DISTURBED SLOPES SHALL BE RAKED SMOOTH AND SEEDED WITH "DRY MOUNTAIN NATIVE GRASS SEED" ALONG

WITH "QUICK GUARD - STERILE TRITICALE HYBRID" SEED MIX.

2. DISTURBED AREAS SHALL BE FINE GRADED AND RAKED TO REMOVE ALL ROCKS OVER THREE INCHES IN DIAMETER.

PLACE TOPSOIL TO A DEPTH OF THREE INCHES ON ALL DISTURBED AREAS.

3. BIO DEGRADABLE SOIL RETENTION BLANKETS SHALL BE INSTALLED ON SLOPES STEEPER THAN 3H:1V.

4. SUBMIT THE SEED MIX FOR APPROVAL BY THE TOWN.

EXISTING UTILITY NOTES (NON-SUE)

EXISTING UTILITY NOTES - NON "SUE-REQUIRED PROJECT"

1. THIS IS NOT A "SUBSURFACE UTILITY ENGINEERING-REQUIRED PROJECT," AS SET FORTH IN THE 8/8/2018

COLORADO STATE LAW. SEE CHECKLIST BELOW FOR ENGINEER'S BASIS FOR THIS DETERMINATION. (NOTE: A PROJECT

MUST MEET ALL 4 CONDITIONS)

2. EXISTING UTILITIES ARE DEPICTED ACCORDING TO THE BEST AVAILABLE INFORMATION THAT WAS PROVIDED BY THE UTILITY OWNERS AND SURFACE FEATURES AT THE TIME OF THE SURVEY. RELIANCE UPON THIS UTILITY DATA FOR RISK MANAGEMENT PURPOSES DOES NOT RELIEVE THE PROJECT OWNER, CONTRACTOR, OR UTILITY COMPANY FROM FOLLOWING ALL APPLICABLE UTILITY DAMAGE PREVENTION STATUTES, POLICIES, AND/OR PROCEDURES DURING EXCAVATION. PRIOR TO EXCAVATION, THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO (UNCC) AT 811 OR 800-922-1987, TO VERIFY EXISTING UTILITIES AND HAVE LOCATIONS OF UNCC

REGISTERED LINES MARKED BY MEMBER COMPANIES.

3. OTHER UTILITIES MAY BE PRESENT WHICH WERE NOT IDENTIFIED IN THIS PLAN SET OR PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE DUE-DILIGENCE AND ENACT GOOD PRACTICES WHEN EXCAVATING NEAR POTENTIAL CONFLICT AREAS AND REDUCE POTENTIAL DAMAGE TO UTILITIES AS MUCH AS POSSIBLE.

4. SHOULD THE CONTRACTOR ENCOUNTER UNKNOWN AND/OR ABANDONED UTILITIES THE CONTRACTOR SHALL VERIFY WITH THE RESPECTIVE UTILITY OWNER THAT THE UTILITY IS INACTIVE/ABANDONED BEFORE REMOVAL FROM THE WORK

AREA

5. THE CONTRACTOR SHALL COMPLY WITH COLORADO REVISED STATUTES (CRS) 2018, TITLE 9, ARTICLE 1.5-103 (10), "ALL NEW UNDERGROUND FACILITIES, INCLUDING LATERALS UP TO THE STRUCTURE OR BUILDING BEING SERVED, INSTALLED ON OR AFTER 8/8/2018, MUST BE ELECTRONICALLY LOCATABLE WHEN INSTALLED."

COLORADO REVISED STATUTES (CRS) 2018 TITLE 9-1.5-102 SUBSURFACE

UTILITY ENGINEERING (SUE) REQUIRED PROJECT COMPLIANCE CHECKLIST

1 9-1.5-1 02-6.8.A

PROJECT INVOLVES CONSTRUCTION CONTRACT

WITH A PUBLIC ENTITY YES NO

2 9-1.5-1 02-6.8.B

PROJECT INVOLVES PRIMARILY HORIZONTAL

CONSTRUCTION AND DOES NOT INVOLVE

PRIMARILY THE CONSTRUCTION OF BUILDINGS

YES NO

3A 9-1.5-1 02-6.8.C .I.A

EXCAVATION FOOTPRINT EXCEEDS 2-FEET DEPTH

AND IS A CONTIGUOUS 1,000-SQUARE FEET; OR YES NO

3B 9-1.5-1 02-6.8.C .I.B

INVOLVES UTILITY BORING YES NO

4 9-1.5-1 02-6.8.D

PROJECT REQUIRES THE DESIGN SERVICES OF A

LICENSED PROFESSIONAL ENGINEER (P.E.) YES NO

SUMMARY 9-1.5-1

03-2.4

REQUIRED TO MEET OR EXCEED THE ASCE 38

STANDARD AND CO SUE LAW? YES NO

X

X

X

X

X

X

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Job No. 2023-113.012 Drawn by: MG Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-Admin

Title:

General Notes

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# NUMBER

AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY

AND TRANSPORTATION OFFICIALS

ABC AGGREGATE BASE COURSE

ABUT ABUTMENT

ALT ALTERNATE

AP ANGLE POINT

APWA AMERICAN PUBLIC WORKS ASSOCIATION

ASPH ASPHALT

BM BENCHMARK

BMP BEST MANAGEMENT PRACTICES

BVCE BEGINNING VERTICAL CURVE

ELEVATION

BVCS BEGINNING VERTICAL CURVE STATION

CDOT COLORADO DEPARTMENT OF

TRANSPORTATION

CDPHE COLORADO DEPARTMENT OF PUBLIC

HEALTH AND ENVIRONMENT

CF CUBIC FEET

CL CENTERLINE

CMP CORRUGATED METAL PIPE

COM COMMUNICATIONS

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

COR CORNER

CU CUBIC

CY CUBIC YARD

DEG DEGREES

DIA DIAMETER

DIP DUCTILE IRON PIPE

DW DRIVEWAY

DWG DRAWING

E EASTING

EA EACH

EG EXISTING GRADE

EL ELEVATION

ELEV ELEVATION

EOA EDGE OF ASPHALT

EOD EDGE OF DRIVEWAY

EOC EDGE OF CONCRETE

EOG EDGE OF GRAVEL

EOP EDGE OF PAVEMENT

EPA ENVIRONMENTAL PROTECTION AGENCY

ESMT EASEMENT

EST ESTIMATE

EVCE END VERTICAL CURVE ELEVATION

EVCS END VERTICAL CURVE STATION

EX EXISTING

EXIST EXISTING

FES FLARED END SECTION

FG FINISHED GRADE

FH FIRE HYDRANT

FHWA FEDERAL HIGHWAY ADMINISTRATION

FL FLOWLINE

FT FEET

G GAS

GB GRADE BREAK

GIS GEOGRAPHICAL INFORMATION SYSTEM

GPS GLOBAL POSITIONING SYSTEM

GR GRAVEL

GRAV GRAVEL

GV GATE VALVE

HCL HORIZONTAL CONTROL LINE

HDPE HIGH DENSITY POLYETHYLENE

HMA HOT MIXED ASPHALT

HORIZ HORIZONTAL

HP HIGH POINT

HYD HYDRANT

ID INSIDE DIAMETER

INT INTERSECTION

INV INVERT

IP INLET PROTECTION

JB JUNCTION BOX

L LEFT

LGTH LENGTH

LF LINEAR FOOT

LPFM LOW PRESSURE FORCE MAIN

LP LOW POINT

LS LUMP SUM

MAT'L MATERIAL

MAX MAXIMUM

MH MANHOLE

MCBWSDMT. CRESTED BUTTE WATER & SANITATION

DISTRICT

MHT METHOD OF HANDLING TRAFFIC

MIN MINIMUM

MISC MISCELLANEOUS

MSE MECHANICALLY STABILIZE EARTH

MUTCD MANUAL ON UNIFORM TRAFFIC CONTROL

DEVICES

MW MONITORING WELL

N NORTHING

N/A NOT APPLICABLE

NAT NATIVE GRASS AREA

NAVD NORTH AMERICAN VERTICAL DATUM

NB NORTH BOUND

NE NORTHEAST

NEPA NATIONAL ENVIRONMENTAL POLICY ACT

NGVD NATIONAL GEODETIC VERTICAL DATUM 1929

NO NUMBER

NTP NOTICE TO PROCEED

NTS NOT TO SCALE

NW NORTHWEST

O/S OFFSET

OC ON CENTER

OD OUTSIDE DIAMETER

OH OVERHEAD

OP OUTLET PROTECTION

PC POINT OF CURVATURE

PCC POINT OF COMPOUND CURVATURE

PED PEDESTRIAN

PERM PERMANENT

PG PAGE

PI POINT OF INTERSECTION

PL PROPERTY LINE

PM PROJECT MANAGER

PNT POINT

POC POINT ON CURVE

POT POINT ON TANGENT

PROP PROPOSED

PSF POUNDS PER SQUARE FEET

PSI POUNDS PER SQUARE INCH

PT POINT OF TANGENCY

PVC POLYVINYL CHLORIDE

PVI POINT OF VERTICAL INTERSECTION

PVMT PAVEMENT

PVT POINT OF VERTICAL TANGENCY

QA/QC QUALITY ASSURANCE/QUALITY CONTROL

QTY QUANTITY

R RIGHT

R-R REMOVE AND REPLACE

RAD RADIUS

RCP REINFORCED CONCRETE PIPE

REF REFERENCE

REQ REQUIRED

REVEG REVEGETATE

ROW RIGHT OF WAY

RP RADIUS POINT

RSS REINFORCED SOIL SLOPE

RW RETAINING WALL

SAN SANITARY

SD STORM DRAIN

SDR STANDARD DIMENSION RATIO

SE SOUTHEAST

SECT SECTION

SF SQUARE FEET

SHLDR SHOULDER

SL SANITARY SEWER LINE

SMH SANITARY SEWER MANHOLE

SOD GRASS AREA

SS SANITARY SEWER SERVICE

SSD STOPPING SIGHT DISTANCE

STA STATION

STBK SETBACK

SY SQUARE YARDS

TAN TANGENT

TCP TRAFFIC CONTROL PLAN

TELE TELEPHONE

TEMP TEMPORARY

TP TOP OF PIPE

TRANS TRANSITION

TRFLG TRAFFIC FLANGE OF FIRE HYDRANT

TW TOP OF WALL

TYP TYPICAL

UCTV UNDERGROUND CABLE TELEVISION LINE

UE UNDERGROUND ELECTRIC LINE

UG UNDERGROUND GAS LINE

USACE US ARMY CORPS OF ENGINEERS

USGS US GEOLOGICAL SURVEY

UT UNDERGROUND TELEPHONE LINE

VC VERTICAL CURVE

W WIDE

W/ WITH

W/O WITHOUT

WB WEST BOUND

WL WATER LINE

WQCD WATER QUALITY CONTROL DIVISION

WS WATER SERVICE

X-S CROSS SLOPE

YD YARD

UNDERGROUND TELEPHONE LINE

LOW PRESSURE GAS LINE

UNDERGROUND CABLE TELEVISION LINE

OVERHEAD CABLE TELEVISION LINE

UNDERGROUND ELECTRICAL LINE

STORM DRAIN LINE

SANITARY SEWER LINE

DRAINAGE SWALE FLOWLINE

BARBED-WIRE FENCE LINE

CHAIN LINK FENCE

EDGE OF ASPHALT

EDGE OF CONCRETE

LIMITS OF DISTURBED AREA

DESCRIPTION

CONCRETE SURFACING (PLAN VIEW)

SB

DECIDUOUS TREE

CONIFEROUS TREE

MONUMENT MARKER

PEDESTALS (TELE)

MANHOLES (SANITARY, WATER)

ELECTRIC TRANSFORMER

WATER VALVE

FIRE HYDRANT

METERS (GAS, ELECTRIC, WATER)

MONITORING WELL

CLEAN-OUT

SIGN

MAILBOX

SOIL BORING LOCATION

UTILITY POTHOLE LOCATION

MB

EXISTING PROPOSED DESCRIPTION

S

H D

SYMBOLS

LEGEND

ABBREVIATIONS

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Title:

Legend & Abbreviations

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TP

STO

P

An th ra ci te D riv e

' P ub lic

R O

W R ec . N o.

Asp ha lt D riv ew ay

Gravel Driveway

Asphalt Driveway

45 97

Monitoring Well 1 Rim El. 9743.9'

Borehole 2

12" CMP

Inv In-9742.1'

12" CMP

Inv Out-9739.9'

Scarp

16" ADS Pipe Inv Out-9727.1'

16" ADS Pipe Inv In-9730.6'

Site Benchmark Found, 5/8" Rebar and 1.25"

Yellow Plastic Cap LS 9476 El.-9747.7'

16' Utility Easement (Typical)

Rec. No. 341230

8'

8'

8' Utility Easement (Typical)

Rec. No. 341230

Asp ha lt P av ing

Anthracite Drive 60' Public ROW

Rec. No. 341230

Concrete

Driveway

Borehole 1 & Monitoring Well 1 Rim El. 9743.9'

SURVEY CONTROL POINT TABLE

POINT #

NORTHING

17133.98

17190.66

17185.91

17248.23

17333.41

16356.69

16404.23

EASTING

20997.87

21008.87

20966.09

21003.48

20976.72

20994.62

21031.82

DESCRIPTION

SITE BENCHMARK, 5/8" REBAR & 1.25" YELLOW PLASTIC CAP PLS 9476, EL-9747.66

5/8" REBAR & 1.25" YELLOW PLASTIC CAP PLS 9476

5/8" REBAR & 1.25" YELLOW PLASTIC CAP PLS 9476

5/8" REBAR & 1.5" ALUMINUM CAP PLS 11250

1/2" REBAR & ILLEGIBLE .75" RED PLASTIC CAP

5/8" REBAR & 1.5" ALUMINUM CAP PLS 5652

5/8" REBAR & 1.5" ALUMINUM CAP PLS 5652

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LOWER ANTHRACITE SLUMP

H D

Graphic Scale 0 10 20 40

In Feet: 1" = 20'

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Pr oj ec t M ile st on e:

B

ID

Y T

W

S

T

ET

Job No. 2023-113.012 Drawn by: MG Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-EXCON

Title:

Existing Conditions

Dwg No.

Of : 9

EST ASPHALT REMOVAL

~1668 SF

APPROX. EDGE OF REMOVALS

N 17,347.71 E 21,014.50

APPROX. EDGE OF REMOVALS

N 17,342.69 E 20,992.05

APPROX. EDGE OF REMOVALS

N 17,274.66 E 21,031.48

APPROX. EDGE OF REMOVALS

N 17,280.27 E 21,006.22

REMOVE MONITORING WELL

REMOVE & STOCKPILE TOPSOIL

.0

.0

APPROX. EDGE OF REMOVALS

SAWCUT TO COINCIDE WITH CONC JOINT

N 17,305.35 E 21,040.43

APPROX. EDGE OF REMOVALS

SAWCUT TO COINCIDE WITH CONC JOINT

N 17,289.24 E 21,044.62

EST CONC REMOVAL

~259 SF

POTENTIAL FOUNDATION DRAIN

TO REMAIN TP

STO

P

13.67'

W . T om ic hi A ve

Su ite

A G un ni so n, C O

0.

1.

w .s gm -in c.

LOWER ANTHRACITE SLUMP

ASPEN LANE

AN

TH

R

AC

ITE D

R

IVE

H D

Graphic Scale 0 5 10 20

In Feet: 1" = 10'

ET

T

R ev is io n

D at e By

To w n of

M t.

C re st ed

B ut te

An th ra ci te D riv e

Sl um p R eh ab ilit at io n

Pr oj ec t M ile st on e:

B

ID

Y

Drawn by: MG Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-REMOVALS

Title:

Removals Plan

W Dwg No.

STO

P

APPROX END OF SWALE REHAB

REMOVE VEGETATION PER ENGINEER

N 17,367.73 E 21,014.98

APPROX END OF SWALE REHAB

N 17,235.82 E 21,044.81

EST EXTENT OF RSS

RE: SHT 8

BEGIN HMA REPLACEMENT

RE: PAVEMENT JOINT DTL

END HMA REPLACEMENT

MATCH EXISTING

RE: PAVEMENT JOINT DTL

PROP EOA

INSTALL IMPERVIOUS TRENCH

PLUG @ CROSSING

MCBWSD & ENGINEER TO BE NOTIFIED 48 HRS PRIOR TO CROSSING

RE: SHT 9, DTL 6

EX WATER CROSSINGS (SEE SHT 9), DEPTHS UNKNOWN

CONTRACTOR TO POTHOLE DEPTH OF WATERLINES

TO VERIFY LOC AND DEPTH

OUTLET PROTECTION

~3 SY OF RIPRAP

12" ADS N-12

RE: SHT 7 & 9

UNDERDRAIN PER DTL 5

RE: SHT 7 & 9

+ 00

+ 00

BP: 1+00.00

N 17354.96

E 21001.10

EP: 1+99.50

N 17257.88

E 21022.92

PI: 1+10.00

PI: 1+64.27

Ex Concrete

Driveway

ASPEN LANE

AN

TH

R

AC

ITE D

R

IVE

BEGIN 2' WIDE, 0.5' DEEP SWALE

RE: SHT 8

STA.1+65.16 (24.03'R)

EL. 9734.50

SWALE AP

STA.1+14.75 (23.92'R)

EL. 9731.50

END SWALE IN EASEMENT

STA.1+12.16 (38.92'R)

BEGIN 6' VPAN

RE: DTL SHT 9

STA.1+55.33 (11.60'L)

EL. 9742.31

MATCH EX EOA

STA.1+09.97 (11.53'R)

EL. 9739.31

MATCH EX EOA

STA.1+74.08 (11.57'R)

EL. 9743.14

MATCH EX EOA

STA.1+84.93 (11.93'L)

EL. 9744.20

MATCH EX EOA

STA.1+10.07 (11.47'L)

EL. 9739.76

BEGIN 2' SHLDR @ 5% (124 SF)

STA.1+09.97 (13.53'R)

END SHLDR

STA.1+74.10 (13.57'R)

EL. 9743.04

END VPAN

STA.1+76.14 (11.80'L)

EL. 9743.57

UNDERDRAIN PER DTL 5

RE: SHT 7-9

97359732

1.25H:1V

SEE SHT 8

GEOCOMPOSITE UNDERDRAIN PER DTL 4

RE: SHT 7-9

L1

L2

L3

5%

OUTLET PROTECTION

~2 SY OF RIPRAP

6.

0%

MATCH EX

INSTALL EXPANSION JOINT

& JOINT FILLER

STA.1+65.15 (27.53'L)

2.00'

6.00' 9.89'

SOLID PVC OUTFALL PIPE

RE: SHT 7-9

W . T om ic hi A ve

Su ite

A G un ni so n, C O

0.

1.

w .s gm -in c.

H D

Graphic Scale 0 5 10 20

In Feet: 1" = 10'

ET

T

R ev is io n

D at e By

To w n of

M t.

C re st ed

B ut te

An th ra ci te D riv e

Sl um p R eh ab ilit at io n

Pr oj ec t M ile st on e:

B

ID

CO

CO

Y

Job No. 2023-113.012 Drawn by: MG Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-SITEPLAN

Title:

Lower Slump - Site Plan W

Dwg No.

Of : 9

TP

STOP

EST EXTENT OF

STABILIZED SLOPE

+ 00

+ 60

BP: 1+00.00N 17276.25E 21042.77

EP: 1+59.63N 17289.17E 20984.55

INLET - 1

BEGIN CULVERT

STA. 1+82.04 (15.22'L)

DAYLIGHT - 1

12" ADS N-12

STA. 1+66.10 (19.34'R)

CO - 1

6" CLEANOUT

BEGIN 6" UNDERDRAIN

STA. 1+78.77 (13.61'L)

DAYLIGHT - 2

6" UNDERDRAIN OUTLET

STA. 1+61.18 (22.83'R)

+ 00

+ 45

BP: 0+00.00

N 17320.43 E 21025.62

EP: 0+44.76

N 17310.51

E 20981.97

BP: 10+00.00

N 17272.99 E 21034.62

EP: 11+14.52

N 17334.17

E 20976.61

PI: 10+72.83

CO - 2

ST CLEANOUT

STA. 1+77.29 (14.21'L)

FITTING - 1

6" SWEEPING 90 DEG

STA. 1+14.56 (13.19'L)

DAYLIGHT - 3

STA. 1+14.75 (20.97'R)

DAYLIGHT - 4

STA. 1+39.06 (22.89'R)

12" ADS N-12 CULVERT

6" PERFORATED PVC PIPE

UNDERDRAIN (SHT 9, DTL 5)

6" PERFORATED PVC PIPE

GEOCOMPOSITE UNDERDRAIN

(SHT 9, DTL 4)

6" S

O

LI

D P

V C

P

IP

E

C E

N

TE

R S

O

LI

D P

IP

E

L E

N G

TH

W

A

TE

R X

IN

G

6" P

E R

FO

R

A

TE

D P

V C

P

IP

E

U N

D E

R D

R A

IN

S H

T

, D T

L 5)

+0011

+15

97429741

BP: 1+00.00

N 17354.96 E 21001.10

EP: 1+99.50

N 17257.88 E 21022.92

P I:

.0

PI: 1+64.27

CAP - 1

6" PVC CAP

STA. 1+39.09 (10.16'R)

FITTING - 2

6" 11.25 DEG PVC FITTING

STA. 1+24.75

SCALE: H1"=10', V1"=2'

.0 E

G F

G

1+00

.6 E

G

.6

F

G

.5 E

G

.7

F

G

1+50

SCALE: H1"=10', V1"=2'

38.1 LF 12" ADS N-12 @ 9.87%

12.8 LF

6" PERFORATED PVC PIPE

@ 12.99%

IN

L E

T

B

E G

IN

C

U

LV

E R

T

IN

V

.7

(W

D A

Y

LI

G H

T

IN

V .9

E

C O

6" C

LE

A

N O

U T

B E

G

IN

U N

D E

R D

R A

IN

S

T A

. 1

.7

R

IM

.5

IN

V

. O U

T

6.

W

D A

Y

LI

G H

T

IN

V .2

E

EX 8" DIP WATER

DEPTH/LOC UNKNOWN

DEPTH SHOWN ESTIMATED

CONTRACTOR TO POTHOLE

& VERIFY DEPTH/LOC

.9 E

G F

G

0+00

.6 E

G

.1

F

G

.4 E

G F

G

0+45

12.7 LF

6" PERFORATED PVC PIPE

@ 2.00%

EX 8" DIP WATER62.7 LF

6" PERFORATED PVC PIPE

@ 2.00%

C O

S T

C

LE

A N

O U

T S

T A

. 1 0+

.9

R

IM

.4

IN

V

O

U T

.0

N

.7 E

G T

O P

10+00

.7 E

G

.2

T

O P

.8 E

G

.7

T

O P

10+50

-1 .5

.7

27.4 LF

6" PERFORATED PVC PIPE

@ 0.50%

F

IT

T

IN

G

- 2

6" 11.25 D E

G P

V C

F

IT

T

IN

G

IN

V

9734.34 (E

IN

V

9734.34 (W

W . T om ic hi A ve

Su ite

A G un ni so n, C O

0.

1.

w .s gm -in c.

EXISTING

GRADE (EG)

FINISHED

GRADE (FG)

EXISTING

GRADE (EG)

FINISHED

GRADE (FG)

GEOCOMPOSITE UNDERDRAIN PROFILE

RE: DTL SHT

SCARP UNDERDRAIN PROFILE

RE: RSS PROFILE SHT 8 & DTL SHT 9. NO TRENCH LINER.

UNDERDRAIN & CULVERT PROFILE

RE: DTL SHT

NOTE: CONTRACTOR TO NOTIFY MCBWSD & ENGINEER

48 HRS PRIOR TO CROSSING.

ASPEN LANE

ANTHRACITE DRIVE

NOTE: PLAN LAYOUT OF STRUCTURES REFERENCE STATION AND OFFSET BASED ON

THE ANTHRACITE DRIVE CENTERLINE ALIGNMENT (RE SITE PLAN, PAGE 6). PROFILE

VIEWS REFERENCE ALIGNMENTS ALONG EACH RESPECTIVE PIPE NETWORK.

WASHED ROCK

PER DTL 4

WASHED ROCK

PER DTL 5

WASHED ROCK

PER DTL 5

D H

T

Y

W S Graphic Scale 0 5 10 20

In Feet: 1" = 10'

ET

C O

C O

R ev is io n

D at e By

To w n of

M t.

C re st ed

B ut te

An th ra ci te D riv e

Sl um p R eh ab ilit at io n

Pr oj ec t M ile st on e:

B

ID

Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-P&P

Title:

Lower Slump - Plan & Profile

Dwg No.

+ 60

12" ADS N-12

RE: SHT 7

6" PERFORATED PVC PIPE

RE: SHT 7

+ 00

+ 45

+0011

+ 15

6" PERFORATED PVC PIPE

RE: SHT 7

6" SOLID PVC PIPE

RE: SHT 7

6" PERFORATED PVC PIPE

RE: SHT 7

9742+

BP: 1+00.00

N 17354.96 E 21001.10

E P

.5

P I:

.0

P I:

.2

STA.1+15.63 (17.85'R)

STA.1+11.42 (3.59'L)

STA.1+64.50 (2.31'L)

STA.1+64.48 (11.64'R)

STA.1+60.29 (21.43'R)

STA.1+11.01 (11.43'R)

SCALE: H1"=2', V1"=2'

.9 E

G F

G

0+00

.6 E

G

.1

F

G

12.7 LF 6" PERFORATED PVC PIPE @ 2.00%

NO TRENCH LINER

APPROX ROAD CENTERLINE

STA. 0+16.21 APPROX EDGE OF SCARP

STA. 0+13.30

PROP EOA

STA. 0+27.81 PROP EOA

STA. 0+04.65

C A

P

6"

P V

C C

A P

IN

V

.8

W

IN

V

O

U T

.6

EX 8" DIP WATER

6" PERFORATED PVC PIPE

3.00' MIN

~16.07' (ACTUAL LENGTH MAY VARY)

~18.31' (ACTUAL LENGTH MAY VARY)

.7

.0

'1

.5

2.00'

1.00'

.5

2.00' SHLDR

@ 5%

+ 60

12" ADS N-12

RE: SHT 7

6" PERFORATED PVC PIPE

RE: SHT 7 +

6" PERFORATED PVC PIPE

RE: SHT 7

E P

.5

P I:

.2

STA.1+64.49 (3.19'R)

STA.1+64.48 (11.64'R)

STA.1+59.47 (23.29'R)

+ 60

12" ADS N-12

RE: SHT 7

6" PERFORATED PVC PIPE

RE: SHT 7

+ 00

+ 45

+0011

+ 15

6" PERFORATED PVC PIPE

RE: SHT 7

6" SOLID PVC PIPE

RE: SHT 7

6" PERFORATED PVC PIPE

RE: SHT 7

9742+

BP: 1+00.00

N 17354.96 E 21001.10

E P

.5

P I:

.0

P I:

.2

W . T om ic hi A ve

Su ite

A G un ni so n, C O

0.

1.

w .s gm -in c.

REINFORCED SOIL SLOPE

TRIAXIAL GEOGRID, TENSAR TX 160 @ 1.5' SPACING

STRUCTURAL FILL, 3

4" CRUSHED

GEOGRID BELOW ABC

TRIAXIAL GEOGRID

TENSAR TX 160

GEOCOMPOSITE UNDERDRAIN

RE: DTL SHT 9

2.00'

MIRAFI 130N FILTER FABRIC

TO EXTEND 5' BEYOND EDGE OF GEOGRID

5.00' MIN 5' FABRIC OVERLAP

1.25H:1V STABILIZED SLOPE (TYP)

DITCH/SWALE DIMENSIONS (TYP)

RSS CROSS SECTION & PROFILE @ UNDERDRAIN

NOTE: BACKFILL TO BE CLASS 5 OR APPROVED

ONSITE MATERIAL PER ENGINEER'S APPROVAL.

3.

' M A

X B

E N

C H

APPROX. EDGE OF EXCAVATION

SLOPE PER OSHA

EST EL

9734.5'

EST EL

9736'

EST EL

9737.5'

EST EL

9739'

RSS PLAN VIEW

SCALE: 1"=10'

ELEVATIONS 9737.5' & 9739ELEVATIONS 9734.5' & 9736

ROAD GEOGRID PLAN VIEW

SCALE: 1"=10'

ELEVATION VARIES

D D D

H H H

Y Y Y

Graphic Scale 0 1 2 4

In Feet: 1" = 2'

C O

C O C O

C O C O

C O

R ev is io n

D at e By

To w n of

M t.

C re st ed

B ut te

An th ra ci te D riv e

Sl um p R eh ab ilit at io n

Pr oj ec t M ile st on e:

B

ID

Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-RSS

Title:

Lower Slump - RSS Profile

Dwg No.

COMPACTED SELECT MATERIAL OR

CLASS 6 AGGREGATE AS DETERMINED

BY OWNER W/ COMPACTION DENSITY

OF 95% PER ASTM D698

SLOPE TRENCH WALLS

FOR SAFETY PER

CURRENT OSHA AND

COSH REQUIREMENTS

EXISTING SOIL OR

TOPSOIL AREA

2" THICK BLUE STYROFOAM INSULATION 36"

WIDE, CENTERED ON PIPE AND EXTEND 3'

BEYOND ESTIMATED WATERLINE LOCATION.

TAPE JOINTS PRIOR TO PLACING PIPE

BEDDING AND TRENCH BACKFILL.

EX WATERLINE CROSSING

(DEPTH UNKNOWN)

12" CULVERT

6" PERFORATED UNDERDRAIN

SEE DTL 5 AND PLANS

INSTALL IMPERVIOUS

MEMBRANE OR CLAY DAM

PER ENGINEER ALONG

WATERLINE CROSSING

TRENCH BACKFILL

M

IN

(T Y

P

COMPACTED SELECT MATERIAL OR

CLASS 6 AGGREGATE AS DETERMINED

BY OWNER W/ COMPACTION DENSITY

OF 95% PER ASTM D698

SLOPE TRENCH WALLS FOR

SAFETY PER CURRENT

OSHA AND COSH

REQUIREMENTS

EXISTING SOIL OR

TOPSOIL AREA

2" THICK BLUE STYROFOAM INSULATION 36"

WIDE, CENTERED ON PIPE AND EXTEND 3'

BEYOND ESTIMATED WATERLINE LOCATION.

TAPE JOINTS PRIOR TO PLACING PIPE

BEDDING AND TRENCH BACKFILL.

EX WATERLINE CROSSING

(DEPTH UNKNOWN)

6" NON-PERFORATED (SOLID)

PVC PER PLANS

M

IN

(T Y

P

W . T om ic hi A ve

Su ite

A G un ni so n, C O

0.

1.

w .s gm -in c.

CLASS 5 AGGREGATE BASE COURSE

THICKNESS & COMPACTION PER GEOTECH

SCARIFY AND RECOMPACT

PER GEOTECH

TYPICAL ASPHALT PAVING SECTION

EXISTING HMA

EXISTING SUBGRADE

ASPHALT REMOVAL LIMIT -

SAW CUT FULL DEPTH

NEW FULL DEPTH

CONSTRUCTION

2.0' MILL

TOP 2" EX. PVMT.

PAVEMENT JOINT DETAIL

NTS

DOUBLE WATER LINE CROSSING & INSULATION DETAIL

NTS

NOTE: CULVERT AND UNDERDRAIN CROSSING DETAIL (UPHILL CROSSING).

MIRAFI 130N FILTER FABRIC

(WRAPPED WITH 12" OVERLAP)

GEOCOMPOSITE UNDERDRAIN DETAIL

NOTE: REFER TO PLANS WHERE TRENCH LINER IS

SINGLE WATER LINE CROSSING & INSULATION DETAIL

NTS

NOTE: UNDERDRAIN ONLY DETAIL (DOWNHILL CROSSING).

CENTER 20' PIPE LENGTH ON WATER XING.

4" AGGREGATE BASE COURSE

CLASS 5 COMPACTED TO 95%

PROCTOR

H

WIDTH (W)

3 FT.

4 FT.

6 FT.

HEIGHT (H)

1.5 INCH

2.0 INCH

2.5 INCH

VALLEY PAN DETAIL

NTS

W/2 W

R=14"

W/2

6" CONC. R=14"

STRIP ALL TOPSOIL, SCARIFY

AND RECOMPACT SUBGRADE

TO MIN. OF 8" DEPTH

UNDERDRAIN DETAIL

NTS

MIRAFI 130N FILTER FABRIC

(WRAPPED WITH 12" OVERLAP)

1- 1

2" WASHED ROCK

6" PERFORATED

PVC UNDERDRAIN

.5

1.50'

0.50'

2 3

5 6 7

TRIAXIAL GEOGRID

TENSAR TX 160

VARIES VARIES

M

IN

4" M

IN

M

IN

4" M

IN

R ev is io n

D at e By

To w n of

M t.

C re st ed

B ut te

An th ra ci te D riv e

Sl um p R eh ab ilit at io n

Pr oj ec t M ile st on e:

B

ID

Print Date: 2025.04.04

QC: JB PE: JB

File: AnthraciteSlump-Details

Title:

Detail Sheet

Dwg No.

Of : 9 https://2025.04.04