1-SCSA3 CULINARY WATER 2026 PLANS BID 2026-04-22 (1).pdf

PDF 40 MB Posted Apr 22, 2026

Attached to: SCSA#3 CULINARY WATER 2026 PROJECT
Solicitation number: 2026-04 - Culinary Water 2026 Project
Issued by: Summit County, Utah

About this file

Written by GovTribe AI · Apr 28, 2026

This is a Scope of Work and construction plans document for Summit County Service Area No. 3 (SCSA#3) in Utah, detailing the SCSA#3 Culinary Water 2026 Project. The project encompasses construction of a 750,000-gallon cast-in-place concrete storage tank located at 40.744661, -111.480554 in Summit County, installation of over 14,000 linear feet of culinary waterlines ranging from 6 to 10 inches in diameter across multiple areas (Crescent, Whileaway, Greenfield, and Beehive), approximately 2,500 linear feet of access roadway development, a PRV station, asphalt removal and replacement, and associated infrastructure including a tank valve vault and discharge structures. The construction plans were prepared by Rimrock Engineering & Development, LLC with structural design by Conder Engineering, LLC and are dated April 22, 2026. Bids must be submitted electronically via the Bonfire Procurement Portal or as sealed bids to the SCSA#3 office at 629 E Parkway Drive, Suite 1, Park City, Utah 84098 no later than 3:00 PM on May 6, 2026. Substantial completion of all work except revegetation is required by January 31, 2027, with full project completion by July 1, 2027. Contract documents, specifications, and plans became available online April 22, 2026 on the SCSA#3 website and through the Bonfire Procurement Portal.

The project scope requires contractors to provide skilled labor and materials for all construction activities, including concrete work meeting ACI 318, 301, and 350 code standards, earthwork and structural fill compacted to 95 percent maximum relative density per ASTM D1557, waterline installation with thrust blocks and valve assemblies, asphalt work, and temporary and permanent erosion control and revegetation. Design specifications reflect Risk Category IV with seismic design category D, a 115 mph wind speed for exposure category B, 81 psf ground snow load, and allowable soil bearing pressure of 4,000 psf. Concrete must achieve minimum 28-day compressive strength of 4,500 psi with Xypex admixture addition. Special inspections and testing are required throughout construction and must be coordinated with the building official. The geotechnical report was provided by IGES (Project #04729-001), and all contractors and subcontractors must verify field dimensions, report discrepancies to the engineer, and comply with current International Building Code standards and all recommendations contained in the geotechnical report regarding soil preparation, structural fill, drainage, and moisture protection.

View the file

Other files

File	Type	Posted
2-SCSA3 CULINARY WATER 2026 PROJECT MANUAL BID 2026-04-22 (1).pdf	PDF	Apr 22, 2026

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

G R E E N

E R

IVE

G R E E N

RIV

JUAN

SAN

K E

LAKE

SALT

GREAT

PROJECT VICINTY

PROJECT LOCATION

PROJECT LOCATION MAP

NTS

PROJECT VICINTY MAP

NTS

SUMMIT COUNTY, UTAH

SCSA #3 CULINARY WATER 2026

RIMROCK

ENGINEERING &

DEVELOPMENT

PREPARED BY:

RIMROCK ENGINEERING

& DEVELOPMENT, LLC

PROJECT ENGINEER:

JOSEPH N. SANTOS, PE/SE

801-420-4515

JSANTOS@RE-N-D.COM

GENERAL NOTES:

THE INFORMATION IN THESE PLANS WERE COLLECTED TO PROVIDE DESIGN

RECOMMENDATION FOR THIS PROJECT. VARIATIONS FROM THE CONDITIONS

PORTRAYED ON THIS SITE OFTEN OCCUR IN SMALL AREAS WHICH ARE

SOMETIMES SUFFIECIENT TO REQUIRE MODIFICATIONS TO THE DESIGN. THUS

IT IS IMPORTANT THAT IT IS IMPORTANT THAT WE (THE PROJECT ENGINEERS)

OBSERVE OR ARE MADE AWARE OF THESE CHANGES. IN SO DOING WE

RESERVE THE RIGHT TO MAKE SOUND ENGINEERING JUDGMENTS TO PROVIDE

A SUITABLE SOLUTION OR CHANGE TO THESE PLANS IN ORDER TO ENSURE THE

PERFORMANCE OF THE FACILITES IN THIS PROJECT.

THE AERIAL IMAGE IS USED AS A REFERENCE ONLY AS WELL AS THE PROPERTY

BOUNDARIES. NIETHER HAVE BEEN SURVEYED IN FOR THE PLANS. HOWEVER,

SURVEY WILL BE COMPLETED ON ITEMS STAKED IN THE FIELD.

2026-04-22

SHEET NUMBER SHEET NAME

GENERAL

TITLE TITLE PAGE

INDEX-1.1 OVERALL PLAN / SHEET INDEX

INDEX-1.2 CRESCENT SITE / SHEET INDEX

CRESCENT SITE AREA

CRESCENT TANK & TANK VAULT - CIVIL

CS-1.1 CRESCENT SITE / SITE PLAN

CS-2.1 CRESCENT SITE / TANK & VALVE VAULT PLAN

CS-2.2 CRESCENT SITE / TANK & VALVE VAULT PLAN & PROFILE

CS-2.3 CRESCENT SITE / VALVE VAULT PLAN

CRESCENT TANK & TANK VAULT - STRUCTURAL

S0.0 STRUCTURAL NOTES

S0.1 SPECIAL INSPECTIONS

S1.0 FOOTING AND COLUMN PLANS

S1.1 ROOF PLAN AND TANK SECTIONS

S2.0 ROOF REBAR PLANS

S2.1 ROOF REBAR SECTIONS

S3.0 VAULT PLANS AND SECTIONS & TYPICAL STRUCTURAL DETAILS

S3.1 TYPICAL STRUCTURAL DETAILS & SECTIONS

S3.2 TYPICAL STRUCTURAL DETAILS

CRESCENT EAST WATERLINE & ACCESS ROAD

CE-1.1 STATIONS 10+00 - 14+75 PLAN & PROFILE

CE-1.2 STATIONS 14+75 - 20+25 PLAN & PROFILE

CE-1.3 STATIONS 20+25 - 21+50 PLAN & PROFILE

CRESCENT WEST WATERLINE

CW-1.1 STATIONS 0+00 - 4+80 PLAN & PROFILE

CW-1.2 STATIONS 4+80 - 9+60 PLAN & PROFILE

CW-1.3 STATIONS 9+60 - 11+29 PLAN & PROFILE

CRESCENT DISCHARGE STRUCTURE & PIPELINES

DS-1.1 DISCHARGE STRUCTURE PLAN

DP-1.1 DISCHARGE PIPELINES PLAN & PROFILE

WHILEAWAY AREA

WHILEAWAY WATERLINE

WW-1.1 STATIONS 3+00 - 7+75 PLAN & PROFILE

WW-1.2 STATIONS 7+75 - 12+50 PLAN & PROFILE

WW-1.3 STATIONS 12+50 - 15+60 PLAN & PROFILE

GREENFIELD AREA

GREENFIELD WATERLINE

GW-1.1 STATIONS 0+00 - 4+78 PLAN & PROFILE

GW-1.2 STATIONS 4+78 - 9+56 PLAN & PROFILE

GW-1.3 STATIONS 9+56 - 14+34 PLAN & PROFILE

GW-1.4 STATIONS 14+34 - 19+30 PLAN & PROFILE

BEEHIVE AREA

BEEHIVE WATERLINE

BW-1.1 STATIONS 0+10 TO 5+80 PLAN & PROFILE

BW-1.2 STATIONS 5+80 TO 7+50 PLAN & PROFILE

PROJECT DETAILS

DETAILS

D-1.1 DETAILS

D-1.2 DETAILS

D-1.3 DETAILS

SHEET INDEX

PRV

CAD TECH:

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

I-80

BEEHIVE DRIVE

W H

G R

D D

E G

D R

CRESCENT DRIVE

R O

MAMMOTH DRIVE

T G

W -1

.4 P

G W

-1 .3

P &P

T G

W -1

.2 P

G W

-1 .1

P &P

SHEET BW-1.1 P&P

-1 .2

P &P

SHEET WW-1.1 P&P SHEET WW-1.2 P&P SHEET WW-1.3 P&P

WHILEAWAY

INDEX-1.1

OVERALL PLAN

SHEET INDEX

BID

03/30/2026

CRESCENT SITE SHEET INDEX

SHEET INDEX-1.2

SCSA#3

CULINARY WATER 2026

2026-03-31

AIR

INDEX-1.2

CRESCENT SITE

SHEET INDEX

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE: 1" =80'

1348 CRESCENT DRIVE

1330 CRESCENT DRIVE

CRESCENT DRIVE

1360 CRESCENT DRIVE

7756 WHILEAWAY

7710 WHILEAWAY

Feet

0 80 160

SCSA#3

CULINARY WATER 2026

4/22/26

JNS

CRS

2026-04-22

CS-1.1

CRESCENT SITE

SITE PLAN

CRESCENT TANK

4/22/26

CAD TECH:

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE: 1" =80'

1348 CRESCENT DRIVE

1330 CRESCENT DRIVE

CRESCENT DRIVE

1360 CRESCENT DRIVE

7756 WHILEAWAY

7710 WHILEAWAY

Feet

0 80 160

1. DISTURBED AREAS TO BE

TEMPORARILY SEEDED IF

CONSTRUCTION DOES NOT CONTINUE

IN 30 DAYS. APPROVED TEMPORARY

SEEDING MIX CAN BE FOUND ON

DETAIL SHEET EROS-3.

2. INSTALL TEMPORARY EROSION

CONTROL MATTING ON ALL DISTURBED

SLOPES OF 3H:1V PRIOR TO

RE-VEGETATION TO CONTROL

EROSION.

3. PERMANENT RE-VEGETATION MUST

TAKE PLACE DURING THE FOLLOWING

WINDOW: FROM 4,000'-6000', SEPT. 15

TO DEC.1; FROM 6,000' AND ABOVE,

SEPT. 15 TO NOV. 15 PERMANENT

RE-VEGETATION WILL CONSIST OF

APPROVED SEEDING MIX FOUND ON

DETAIL SHEET EROS-3.

4. SEEDBED SHOULD BE PREPARED

PRIOR TO SEEDING. INVASIVE AND

NON-NATIVE COMPETITION SPECIES

MUST BE ELIMINATED FROM SEED BED

THROUGH APPROVED US OF

HERBICIDES TO ENCOURAGE PROPER

RE-SEEDING SUCCESS.

5. SEEDBED SHOULD BE FIRM AND MOIST,

SEEDS SHOULD BE SOWN TO A DEPTH

BETWEEN 1/4" AND 1/2" DEEP. SEEDING

MUST TAKE PLACE DURING WINDOW

IDENTIFIED ABOVE.

2026-04-22

REMOVE AND REPLACE

30' OF FIELD FENCE

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

JNS

CRS

SCSA#3

CULINARY WATER 2026

PROPOSED TANK

FEET

0 30

N S

E W

TANK VAULT PLANS

RIM EL: 6623.64

LID EL: 6623.14

BID

03/30/2026

6" PERFORATED DRAIN PIPE

WRAPPED IN GRAVEL SOCK

AROUND ENTIRE EXTERIOR

OF TANK FOOTING

CS-2.1

2026-03-31

CRESCENT SITE

TANK & VALVE VAULT

PLAN

VALVE VAULT PLAN

RIM EL: 6623..64

LID EL: 6623.14

PROPOSED TANK

CRESCENT SITE

TANK & VALVE VAULT

PLAN & PROFILE

SCSA#3

CULINARY WATER 2026

4/22/26

CAD TECH:

DESIGNER:

Q&A: JNS

RJM

RJM CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

N S

E W

Feet 0 10 20

TANK ONLY EXCAVATION AS SHOWN FROM

NATIVE GROUND IS +/- 12,700 CUBIC YARDS

CS-2.2

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

VAULT

PLAN VIEW

SECTION VIEW

(CLA-VAL MODEL 210-01KO Altitude Valve with Anti-Cavitation Trim)

WITH 1-1/2 ELECTRICAL PIPE FROM TRANSFORMER PAD

WITH 1-1/2 ELECTRICAL PIPE

FROM TRANSFORMER PAD

SUPPORT LOCATION

D PIPE SUPPORT - TYP.

NTS

D D1.2

PIPE SUPPORT

TYP.

BID

03/30/2026

SCSA#3

CULINARY WATER 2026

2026-03-31

CRESCENT SITE

VALVE VAULT

PLAN

CS-2.3

U C

A L

N O

S0.0

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

This drawing and all information contained herin is the exclusive property of Conder Engineering, LLC and is not to be copied or used in any way without the express written consent of Conder Engineering, LLC.

By accepting the design and submission to the building official for approval, any changes thereafter to the approved design that modify the Structural elements or the Structure itself, without the Engineer's Approval, will void the Engineer's liability.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

24062

DESIGN CRITERIA

DESIGN PER 2021 IBC, ASCE 7-16, ACI-318-19, ACI 350-20

SEISMIC & WIND DESIGN

1. RISK CATEGORY "IV"

2. IMPORTANCE FACTOR (SEISMIC) 1.5

3. SEISMIC SPECTRAL RESPONSE ACCELERATION (SS) 0.55g

4. SEISMIC SPECTRAL RESPONSE ACCELERATION (SDS) 0.469g

5. SEISMIC SPECTRAL RESPONSE ACCELERATION (S1) 0.196g

6. SEISMIC SPECTRAL RESPONSE ACCELERATION (SD1) 0.432g

7. SEISMIC SITE CLASS DEFINITION "C"

8. SEISMIC DESIGN CATEGORY "D"

9. SEISMIC FORCE RESISTANCE SYSTEM SPECIAL REINFORCED SHEAR WALLS

10. RESPONSE MODIFICATION FACTOR (R) 5

11. OVER-STRENGTH FACTOR (ΩO) 2.5

12. DEFLECTION AMPLIFICATION FACTOR (CD) 5

13. WIND SPEED 115 MPH

14. EXPOSURE CATEGORY "B"

ROOF LOADS

1. GROUND SNOW LOAD (Pg): 81 PSF

2. IMPORTANCE FACTOR (SNOW) 1.2

3. DEAD LOAD (1FT OF SOIL): 135 PSF

4. SEISMIC SNOW CONTRIBUTION 17 PSF

SOIL DESIGN

SOILS REPORT PROVIDED BY IGES (PROJECT #04729-001).

1. ALLOWABLE SOIL BEARING PRESSURE 4000 PSF

2. COEFFICIENT OF FRICTION 0.44

3. AT-REST PRESSURE 57 PCF

4. ACTIVE PRESSURE 37 PCF

5. PASSIVE PRESSURE 455 PCF

GENERAL

1. THE SCOPE OF WORK REQUIRES THE GENERAL CONTRACTOR TO CONSTRUCT AN UNDERGROUND CONCRETE RESERVOIR & VAULT.

2. THE GENERAL CONTRACTOR AND SUB-CONTRACTORS SHALL PROVIDE SUFFICIENT SKILLED WORKMEN AND SUPERVISORS WHO SHALL BE PRESENT AT ALL TIMES DURING EXECUTION OF THE WORK. A PROJECT MANAGER, SHALL BE ASSIGNED BY THE GENERAL CONTRACTOR, AND SHALL BE RESPONSIBLE FOR THE DAILY COORDINATION OF THE PROJECT AND SHALL MAINTAIN ALL REQUIRED DRAWINGS, SPECIFICATIONS, REPORTS, AND OTHER ITEMS FOR REVIEW AT THE SITE.

3. THE GENERAL CONTRACTOR AND/OR SUB-CONTRACTORS SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS IN THE FIELD. ANY DISCREPANCIES IN DIMENSIONS OR DIFFERENCES BETWEEN PLANS AND SPECIFICATIONS SHALL BE REPORTED TO THE ENGINEER AND CONSTRUCTION SUSPENDED UNTIL CLARIFICATION IS RECEIVED. THIS INCLUDES THE INTEGRATION OF ANY OTHER SYSTEMS, SUCH AS MECHANICAL OR ELECTRICAL, THAT MAY REQUIRE CHANGES TO THE INTENDED STRUCTURAL DESIGN OF THE PROJECT.

4. UNLESS NOTED OTHERWISE, ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE CONTRACT DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS

ELSEWHERE.

5. ALL CONSTRUCTION SHALL BE ACCORDING TO THE CURRENT EDITION OF THE INTERNATIONAL BUILDING CODE (IBC).

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF AND SAFETY IN AND AROUND THE JOB SITE AND/OR ADJACENT PROPERTIES.

7. THE CONTRACTOR AND/OR OWNER SHALL KEEP LOADS ON THE STRUCTURE WITHIN THE LIMITS OF THE DESIGN LOADS BOTH DURING AND AFTER CONSTRUCTION.

8. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL GOVERN OVER THE STRUCTURAL NOTES AND ANY “TYPICAL” DETAILS.

9. TYPICAL DETAILS AND SECTIONS SHALL APPLY WERE SPECIFIC DETAILS ARE NOT SHOWN.

10. CHANGES TO THESE CONTRACT DRAWINGS MAY BE ONLY MADE BY AN AUTHORIZED REPRESENTATIVE OF CONDER ENGINEERING, LLC. CONDER ENGINEERING, LLC SHALL NOT BE HELD RESPONSIBLE OR LIABLE FOR ANY CLAIMS ARISING DIRECTLY OR INDIRECTLY FROM CHANGES MADE BY ANY PARTY WITHOUT WRITTEN AUTHORIZATION BY AN AUTHORIZED REPRESENTATIVE

OF CONDER ENGINEERING, LLC.

11. OMISSIONS OR CONFLICTS BETWEEN ANY DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEERS BEFORE PROCEEDING WITH ANY

CONSTRUCTION. ANY WORK DONE BY OTHERS SHALL BY AT THEIR OWN RISK AND LIABILITY.

12. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING FOR ALL STRUCTURAL MEMBERS, AS NEEDED. THE SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL THE

FINAL CONNECTIONS, DIAPHRAGMS, ETC ARE INSTALLED COMPLETELY.

GENERAL TANK NOTE

1. DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318, 301 AND 350 CODES AND REPORTS.

2 SEE DRAWINGS FOR SIZES AND LOCATIONS OF ALL HOLES, PIPES, EMBEDS, ETC. ALL CONSTRUCTION JOINTS IN WALLS TO BE VERTICALLY WITH A WATERSTOP PER THE DRAWINGS.

CONTRACTOR TO PROVIDE LOCATIONS OF CONSTRUCTION JOINTS IN WALLS TO ENGINEER PRIOR TO CONSTRUCTION.

3. ALL EXPOSED CORNERS OR CONCRETE TO HAVE 3/4" CHAMFER, OR PER DRAWINGS.

4. NO BACKFILL SHALL BE PLACED AGAINST WALLS UNTIL CONCRETE HAS REACHED A MIN. OF 85 PERCENT OF THE SPECIFIED STRENGTH AND THE CONNECTING SLABS AND DIAPHRAGMS HAVE BEEN INSTALLED. TANK MUST ALSO PASS ALL HYDROSTATIC TESTING PRIOR TO BACKFILL.

5. ALL REINFORCEMENT IN THE ROOF AND EXTENDING INTO THE ROOF, SUCH AS DOWELS, ARE TO BE EPOXY COATED.

6. PROVIDE CORROSION PROTECTED ACCESSORIES FOR ANY ITEMS USED ON OR IN THE TANK.

7. TACK WELDING OF REINFORCEMENT IS NOT PERMITTED UNLESS SPECIFIED OR APPROVED BY THE ENGINEER.

SPECIAL INSPECTION & TESTING

1. SPECIAL INSPECTION AND TESTING SHALL BE PROVIDED BY AN INDEPENDENT AGENCY EMPLOYED BY THE OWNER UNLESS WAIVED BY THE BUILDING OFFICIAL. THE CONTRACTOR SHALL COORDINATE AND COOPERATE WITH THE REQUIRED INSPECTIONS. ALL TESTING AND INSPECTION REPORTS SHALL BE PROVIDED TO THE ENGINEER/ARCHITECT FOR REVIEW.

2. SPECIAL INSPECTIONS DO NOT INCLUDE NOR WAIVE THE RESPONSIBILITY FOR ANY REQUIRED INSPECTIONS BY THE BUILDING OFFICIALS. THE CONTRACTOR IS RESPONSIBLE FOR

SCHEDULING BOTH INSPECTIONS.

3. SPECIAL INSPECTION AND TESTING ARE REQUIRED. SEE SHEET S1 FOR SCHEDULES

SUBMITTALS

THE FOLLOWING INFORMATION AND SUBMITTALS SHALL BE PROVIDED TO THE ENGINEER BEFORE FABRICATION AND/OR DELIVERY TO THE JOBSITE, NOT ALL MAY APPLY. THE REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY CONDER ENGINEERING, LLC IS FOR GENERAL COMPLIANCE ONLY AND IS NOT INTENDED FOR APPROVAL. ANY SHOP DRAWING REVIEWS AND APPROVALS SHALL NOT RELIEVE THE CONTRACTOR FROM THEIR RESPONSIBILITY OF COMPLETING THE PROJECT ACCORDING TO THE PROJECT DRAWINGS.

1. CONCRETE MIX DESIGNS

2. CONCRETE REINFORCEMENT

3. WALL CONSTRUCTION JOINT LOCATIONS

4. MISC. METALS

EARTHWORK & SOILS

1. A SOILS REPORT WAS PROVIDED AS INDICATED ABOVE. THE CONTRACTOR IS TO COMPLY TO ALL REPORT AND CODE REQUIREMENTS INCLUDING DRAINAGE, CORROSIVE PROTECTION, BACKFILL, ETC..

2. ALL ORGANIC MATERIALS, RUBBISH, ETC. SHALL BE REMOVED FROM BENEATH LOCATIONS OF PROPOSED FOOTINGS, CONCRETE SLABS AND ASPHALT PAVING. IT IS RECOMMENDED

THAT THE TOPSOIL BE REMOVED AND STOCKPILED. THIS MATERIAL IS NOT TO BE USED.

3. ALL FOOTINGS SHALL BE PLACED ENTIRELY ON UNDISTURBED BEDROCK OR ENTIRELY ON A MINIMUM OF 2-FEET OF STRUCTURAL FILL EXTENDING DOWN TO UNDISTURBED BEDROCK.

STRUCTURAL FILL COMPACTED TO 95% MAXIMUM RELATIVE DENSITY BASED ON ASTM D1557, CURRENT REVISION, AND AS PER THE GEOTECHNICAL REPORT.

4. SLABS SHALL BE PLACED ON A MINIMUM OF 4" FREE DRAINING GRAVEL WITH NO MORE THAN 5% PASSING THE No. 200 MESH SIEVE AND COMPACTED TO 95% MAXIMUM RELATIVE

DENSITY, AS PER THE GEOTECHNICAL REPORT.

5. STRUCTURAL BACKFILL SHALL CONFORM TO ALL GEOTECHNICAL REPORT AND CODE REQUIREMENTS.

6. ALL FREE WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATION PRIOR TO PLACING CONCRETE.

7. EXTERIOR FOOTINGS AND GRADE BEAMS SHALL BE LOCATED AT LEAST 42" BELOW FINISHED GRADE.

8. THE GEOTECHNICAL ENGINEER SHOULD VISUALLY INSPECT AND/OR TEST THE SUBGRADE AND ENGINEERED FILL DURING CONTRACTION, TO VERIFY SITE CONSTRUCTABILITY.

9. IT IS RECOMMENDED THAT BOTH THE SUBGRADE AND FILL BE PROOF ROLLED WITH A LOADED TRUCK TO VERIFY THAT NO PUMPING OR RUTTING IS PRESENT PRIOR TO BACKFILL, AND

WHEN THE SLAB AND OTHER STRUCTURAL ITEMS ARE CONSTRUCTED.

10. ALL RECOMMENDATIONS ABOVE ARE MINIMUM REQUIREMENTS. REFER TO THE GEOTECHNICAL REPORT, AND THE CURRENT CODE AND JURISDICTION'S REQUIREMENTS FOR ANY

SITE-SPECIFIC REQUIREMENTS.

11. MOISTURE PROTECTION AND SURFACE DRAINAGE REQUIREMENTS TO BE MET AS INDICATED IN THE GEOTECHNICAL REPORT.

STEEL

1. ALL STRUCTURAL STEEL AND STRUCTURAL STEEL WORK SHALL COMPLY WITH "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS

OF THE AISC" AND THE "AISC CODE OF STANDARD PRACTICE."

2. ALL STRUCTURAL STEEL SHALL BE ASTM A36, UNLESS NOTED OTHERWISE. ALL STEEL TO BE GALVANIZED OR STAINLESS STEEL, AS INDICATED IN THE PROJECT DOCUMENTS.

3. ALL WELDS AND WELDING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS OF "THE AMERICAN WELDING SOCIETY, USING ELECTRODES AS SPECIFIED THEREIN." WELDS TO BE

MADE WITH E - 70XX ELECTRODES UNLESS NOTED OTHERWISE.

4. USE A307 BOLTS WITH PLATE WASHERS, UNLESS OTHERWISE SPECIFIED, FOR TYPICAL CONNECTIONS AND CONNECTIONS TO CONCRETE.

5. USE A325 BOLTS WITH PLATE WASHERS, UNLESS OTHERWISE SPECIFIED, FOR STEEL-TO-STEEL CONNECTIONS.

6. METAL FLASHING SHALL BE HOT DIP GALVANIZED, HAVE OTHER APPROVED EQUAL CORROSION RESISTANCE, OR AS INDICATED IN THE PROJECT DOCUMENTS.

7. MATERIAL SHALL COMPLY WITH THE FOLLOWING STANDARDS EXCEPT WHERE NOTED OTHERWISE.

A. TYPICAL BOLTS ASTM A-307 GRADE A

B. HIGH STRENGTH BOLTS ASTM A-325

C. ANCHOR BOLTS ASTM A-307 GRADE A

D. NUTS FOR ANCHOR ASTM A563 GRADE A

E. STEEL TUBES ASTM A-500 GRADE B WITH YIELD STRENGTH OF 46 KSI

F. STEEL PIPES ASTM A-53 GRADE B TYPE E OR S

G. DEFORMED BAR MANUFACTURED BY NELSON STUD CO. OR EQUIVALENT

H. HEADED STUD ANCHOR ASTM A-108 MANUFACTURED BY NELSON STUD CO. OR EQUIVALENT

I. ALL OTHER STEEL SHAPES ASTM A-36 WITH YIELD STRENGTH OF 36 KSI

8. ALL STEEL IN CONTACT WITH TREATED LUMBER OR EXPOSED TO WEATHERING TO BE GALVANIZED, COATED PER MANUFACTURER, OR STAINLESS STEEL PER IBC 2304.10.6

CONCRETE

1. ALL CONCRETE CONSTRUCTION, INCLUDING, BUT NOT LIMITED TO, THE BENDING OF BARS, SHALL COMPLY WITH ALL CURRENT ACI REQUIREMENTS.

2. ALL REINFORCEMENT AT CORNERS OR JUNCTIONS SHALL BE CONTINUOUS, LAPPED, OR TERMINATED WITH A STANDARD 90/180 DEGREE HOOK. ALL CONTINUOUS REINFORCING BARS SHALL LAP AT LEAST PER NOTE #3 WITH A MINIMUM LAP OF 18 INCHES. SPLICES SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS.

3. LAP LENGTHS:

EPOXY COATED REINFORCEMENT: 60 x BAR DIAMETER

REINFORCEMENT IN TANK WALL: 50 x BAR DIAMETER

ALL OTHER REINFORCEMENT: 40 x BAR DIAMETER

4. UNLESS SHOWN DIFFERENTLY, ALL BARS TO HAVE DOWELS PROVIDED AT CORNERS AND JOINTS. DOWELS SHALL BE THE SAME SPACING AND SIZE AS THE REINFORCEMENT THAT IS

TO BE SPLICED TO THE DOWEL.

5. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI. ADD XYPEX ADMIXTURE TO BE ADDED TO ALL TANK CONCRETE PER MANUFACTURER.

A. PORTLAND CEMENT - ASTM C-150, TYPE II. OBTAIN ALL CEMENT FROM THE SAME SOURCE.

B. HARD-ROCK AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL BE OF THE FOLLOWING MAXIMUM SIZES: 1-1/2 IN. FOR FOOTINGS AND 3/4 IN. FOR ALL OTHER WORK, WITH

0% - 5% PASSING #5 SIEVE.

C. WATER - CLEAN, CLEAR, POTABLE.

D. WATER/CEMENT RATIO - NOT TO EXCEED 0.42.

E. MAXIMUM SLUMP - 4".

F. ADMIXTURES - AIR-ENTRAINING ASTM C-260, 6% ± 1%. DO NOT USE CALCIUM CHLORIDE.

G. DO NOT ADD WATER AT SITE.

6. ALL REINFORCING BARS SHALL BE GRADE 60 AND SHALL CONFORM TO ASTM A-615, CURRENT REVISION. REINFORCING STEEL SHALL BE NEW AND FREE FROM RUST, OIL OR OTHER BOND INHIBITOR. ALL BARS AND DOWELS EXTENDING IN THE ROOF SLAB TO BE EPOXY COATED.

7. ALL REINFORCING BARS SHALL BE DETAILED AND SUPPORTED ACCORDING TO ACI 318 & ACI 350.

8. ALL REINFORCING BARS SHALL BE SECURELY ANCHORED TO THE FORMS. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

B. CONCRETE EXPOSED TO EARTH, WATER, OR WEATHER:

NO. 6 THROUGH NO. 18 BARS: 2"

NO. 5 BAR AND SMALLER: 2"

C. CONCRETE NOT EXPOSED TO WATER, WEATHER OR IN CONTACT WITH THE GROUND:

NO. 14 AND NO. 18 BARS: 1-1/2"

NO. 11 BAR AND SMALLER: 1-1/2"

9. THE CONTRACTOR SHALL PROVIDE CONSTRUCTION JOINTS AND/OR CONTROL JOINTS IN CONCRETE SLABS ON GRADE (EXCLUDING SLABS WITHIN THE TANK), EXCEPT WHERE NOTED. THE SPACING OF THE JOINTS SHALL NOT EXCEED 2.25 (MAX) X'S THE SLAB THICKNESS IN INCHES (I.E. 4" SLAB X 2.25 = 9 FT O.C., MAX) AND FORM A SQUARE PATTERN IF POSSIBLE. THE MAXIMUM LENGTH TO WIDTH RATION IS 1.25:1. JOINTS TO BE COORDINATED WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS.

10. FOR POURING CONCRETE DURING COLD WEATHER:

A. FOLLOW RECOMMENDATIONS CONTAINED IN PUBLICATION ACI 306R "COLD-WEATHER CONCRETING," CURRENT REVISION.

B. PROTECT CONCRETE WORK FROM PHYSICAL DAMAGE OR REDUCED STRENGTH WHICH COULD BE CAUSED BY FROST, FREEZING ACTIONS OR LOW TEMPERATURES.

C. WHEN AIR TEMPERATURE HAS FALLEN TO OR IS EXPECTED TO FALL BELOW 40°F OR 4°C, UNIFORMLY HEAT WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE

MIXTURE TEMPERATURE OF NOT LESS THAN 50°F OR 10°C, AND NOT MORE THAN 80°F OR 27

D. CONCRETE SHALL BE AIR ENTRAINED WITH AIR CONTENT OF 6% +/- 1% BY VOLUME.

E. DO NOT USE FROZEN MATERIALS OR MATERIALS CONTAINING ICE OR SNOW. DO NOT PLACE CONCRETE ON FROZEN SUBGRADE OR ON SUBGRADE CONTAINING FROZEN

MATERIALS.

F.DO NOT USE CALCIUM CHLORIDE, SALT OR OTHER MATERIALS CONTAINING ANTIFREEZE AGENTS OR CHEMICAL ACCELERATORS, UNLESS OTHERWISE APPROVED IN THE MIX

DESIGN.

G. COVER AND HEAT CONCRETE FOR A MINIMUM OF 7 DAYS AS RECOMMENDED BY ACI 306R, CURRENT REVISION.

11. FOR POURING CONCRETE DURING HOT WEATHER:

A. FOLLOW RECOMMENDATIONS CONTAINED IN PUBLICATION ACI 305R "HOT-WEATHER CONCRETING," CURRENT REVISION.

B. PROTECT CONCRETE FROM FLASH CURING BY PROVIDING A WATER/MOISTURE CURE FOR 3 DAYS.

C. A 5000 PSI IS RECOMMENDED FOR THESE CONDITIONS.

ANCHORS

1. ALL ANCHORS TO BE INSTALLED PER THE MANUFACTURER'S REQUIREMENTS. FOR BOTH MECHANICAL AND EPOXY TYPE ANCHORS THESE REQUIREMENTS INCLUDE, BUT IS NOT LIMITED

TO:

A. PROPER HOLE DIAMETER, DEPTH, EDGE DISTANCES, AND SPACING.

B. PROPER HOLE PREPARATION AND CLEAN OUT

C. WEATHER REQUIREMENTS TO BE FOLLOWED, ESPECIALLY FOR COLD WEATHER APPLICATIONS.

D. ALL STRUCTURAL ANCHORS TO COMPLY WITH THE CRACKED CONCRETE REQUIREMENTS OF THE CURRENT EDITION OF THE ACI 318.

S P

E C

P E

O N

S0.1

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

24062

F O

N G

A N

D C

M N

S1.0

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

24062

N N

R O

O F

N A

N D

T A

N K

S E

O N

S1.1

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

R O

O F

R E

B A

R P

S2.0

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

R O

O F

R E

B A

R S

E C

N S

S2.1

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

1-23-2026

V A

N S

A N

D S

E C

N S

Y P

L S

R A

L D

S3.0

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

L S

R A

L D

E C

N S

S3.1

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

L S

R A

L D

S3.2

P O

B O

A S

A N

T G

R O

V E

C O

C T@

C O

N D

E R

E N

E E

G .C

O M

W W

W .C

O N

D E

R E

N G

E R

.C O

S C

S A

R E

S C

E N

G A

N T

A N

K (L

O C

O N

: 4

1, 1.

RCC

DRAWN BY:

DESIGN BY:

DATE:

PROJECT #:

SHEET #:

ENGINEER'S STAMP:

CONDER

engineering

5' MIN.

BURY

20'

2:1 FILL

EXISTING GRADE

6" ROADBASE

COMPACTED

TO 95%

FILL AREA TO BE GRANULAR

BORROW COMPACTED TO 95%

COMPACTION.

PREPARE EXISTING

NATIVE MATERIAL FOR

PROOF ROLL PRIOR TO

PLACING ROADBASE

20'

2:1 FILL

EXISTING GRADE

2%2%

6" ROADBASE

COMPACTED

TO 95%

FILL AREA TO BE GRANULAR

BORROW COMPACTED TO 95%

COMPACTION.

PREPARE EXISTING

NATIVE MATERIAL FOR

PROOF ROLL PRIOR TO

PLACING ROADBASE

CE-1.1

CRESCENT EAST

PLAN AND PROFILE

STA 10+00 - 14+75

SCSA#3

CULINARY WATER 2026

4/22/26

CAD TECH:

DESIGNER:

Q&A: JNS

RJM

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

N S

E W

Feet 0 20 40

SECTION VIEW

C H

T C

E- 1.

20'

2:1 FILL

EXISTING GRADE

6" ROADBASE

COMPACTED

TO 95%

FILL AREA TO BE GRANULAR

BORROW COMPACTED TO 95%

COMPACTION.

PREPARE EXISTING

NATIVE MATERIAL FOR

PROOF ROLL PRIOR TO

PLACING ROADBASE

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

N S

E W

Feet 0 20 40

SECTION VIEW

CE-1.24/22/26

JNS

CRS

PARK CITY EASEMENT BOUNDARY

CRESCENT EAST

PLAN AND PROFILE

STA 14+75 - 20+25

SCSA#3

CULINARY WATER 2026

C H

T C

E- 1.

C H

T C

E- 1.

PROPOSED TANK

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

N S

E W

Feet 0 20 40

CE-1.34/22/26

JNS

CRS

CRESCENT EAST

PLAN AND PROFILE

STA 14+75 - 20+25

SCSA#3

CULINARY WATER 2026

MATCH LINE

STATION 20+25

SHEET CE-1.2

CAD TECH:

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

S E

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

BID

03/30/2026

5' MIN.

BURY

0+500+00 1+00 1+50 2+00 2+50 3+00 3+50

-1

CRESCENT WEST WATERLINE

STATIONS 0+00 - 4+80

PLAN & PROFILE

CW-1.1

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

JNS

CRS

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

ATCH LINE

AT 4+80

SHEET CW

1.1

MATCH LINE AT

STATION 6+67

SHEET DL1.1

REMOVE EXISTING

FIELD FENCE AND

REPLACE WITH NEW

22.5 DEGREE BEND

9+009+50 8+50 8+00 7+50 7+00 6+50 6+00 5+50 5+00

CRESCENT WEST WATERLINE

STATIONS 4+80 - 9+60

PLAN & PROFILE

BID

03/30/2026

CW-1.2

ATCH LINE

STATION 4+80

SHEET CW

-1.1

-1

2026-03-31

386 LF +/-

REMOVE EXISTING FIELD FENCE

AND REPLACE WITH NEW

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

JNS

CRS

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

NEW ASPHALT WIDTH 9' MAX

SAWCUT 20' & TIE INTO

EXISTING ASPHALT DRIVEWAY

SAWCUT 20' & TIE INTO

EXISTING ASPHALT DRIVEWAY

10' PUE

PROJECT JUNCTION

(WATER VALVES TO BE PART OF CRESCENT WEST PROJECT)

(ROAD REPAIR TO BE PART OF WHILEAWAY WATERLINE PROJECT)

CW1.3 STATION 11+29 CRESCENT WESTWHILEAWAY STATION 15+60 WW

T W

W 1.

T W

W 1.

22.5 DEGREE BEND

BID

03/30/2026

CRESCENT WEST WATERLINE

STATIONS 9+60 - 11+29

PLAN & PROFILE

WHILEAWAY WATERLINE

STATIONS 12+50 - 15+60

PLAN & PROFILE

1.3

CW-1.3

WW-1.3

-1

W W

-1 .2

PROP

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

BID

03/30/2026

SCSA#3

CULINARY WATER 2026

OSED TANK

CONCRETE DISCHARGE STRUCTURE DETAIL

Feet 0 30 60

PLAN VIEW SCALE: 1"=30'

PLAN

PROFILE

#4 @ O.C., TYP.

24"

MIN.

" M

6" PUMP TO WASTE LINE

6" THICK WALLS WITH #4 REBAR

8" O.C. HORIZONTAL AND VERTICAL

(AT LEAST ONE BAR WITHIN FIRST

3" OF EVERY FACE)

6" THICK FLOOR WITH #4 REBAR

8" O.C. BOTH WAYS

(AT LEAST ONE BAR WITHIN FIRST

3" OF EVERY FACE)

REINFORCEMENT NOTES:

1) MINIMUM 1-1/2 CLEAR FROM EXTERIOR

2) 18" MINIMUM SPLICING

DS-1.1

DISCHARGE STRUCTURE

PLAN

20' X 10' RIP RAP SWALE

8" D-50 WITH MIRIFI

FABRIC TIED INTO

NATIVE UNDISTURBED

GROUND

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

S E

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

MATCH LINE AT

STATION 6+67

SHEET CW1.2

160 LF +/-

REMOVE EXISTING FIELD FENCE

AND REPLACE WITH NEW

DISCHARGE STRUCTURE

(SEE SHEET DS1.1)

BID

03/30/2026

DISCHARGE PIPELINES

STATIONS 6+67 - 7+80

PLAN & PROFILE

COMBINATION AIR

VAC/RELEASE STATION IN 48"

DIAMETER MANHOLE AT

HIGHEST POINT OF

6" PUMP TO WASTE PIPELINE

6" PUMP TO WASTE

PIPELINE

10" OVERFLOW / DRAIN

PIPELINE

10" OVERFLOW / DRAIN

PIPELINE

6" PUMP TO WASTE

PIPELINE

6" PUMP TO WASTE

PIPELINE

10" OVERFLOW / DRAIN

PIPELINE

DP-1.1

20' X 10' RIP RAP SWALE

8" D-50 WITH MIRIFI

FABRIC TIED INTO

NATIVE UNDISTURBED

GROUND

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

2010 40

FEET

BID

03/30/2026

WHILEAWAY WATERLINE

STATIONS 3+00 - 7+75

PLAN & PROFILE

WW-1.1

T W

W -1

2010 40

FEET

AIRAIR

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

JNS

CRS

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

NEW ASPHALT WIDTH 9' MAX

SAWCUT 20' & TIE INTO

EXISTING ASPHALT DRIVEWAY

BID

03/30/2026

CRESCENT WEST WATERLINE

STATIONS 7+75 - 12+50

PLAN & PROFILE

WW-1.2

W W

-1 .1

W W

-1 .3

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

JNS

CRS

Feet 0 20 40

SCSA#3

CULINARY WATER 2026

5' MIN.

BURY

NEW ASPHALT WIDTH 9' MAX

SAWCUT 20' & TIE INTO

EXISTING ASPHALT DRIVEWAY

SAWCUT 20' & TIE INTO

EXISTING ASPHALT DRIVEWAY

10' PUE

PROJECT JUNCTION

(WATER VALVES TO BE PART OF CRESCENT WEST PROJECT)

(ROAD REPAIR TO BE PART OF WHILEAWAY WATERLINE PROJECT)

CW1.3 STATION 11+29 CRESCENT WESTWHILEAWAY STATION 15+60 WW

T W

W 1.

T W

W 1.

22.5 DEGREE BEND

BID

03/30/2026

CRESCENT WEST WATERLINE

STATIONS 9+60 - 11+29

PLAN & PROFILE

WHILEAWAY WATERLINE

STATIONS 12+50 - 15+60

PLAN & PROFILE

1.3

WW1.3

CW1.3

W W

-1 .2

-1

2026-03-31

+/- 2,000 SQ FT OF

EXISTING ASPHALT

SCSA#3

CULINARY WATER 2026

CAD TECH:

DESIGNER:

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

N S

E W

N E

T G

W -1

2010 40

FEET

BID

03/30/2026

GREENFIELD WATERLINE

STATIONS 0+00 - 4+78

PLAN & PROFILE

GW-1.1

G W

-1

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

N S

E W

SCSA#3

CULINARY WATER 2026

JNS

CRS

N E

T G

W -1

N E

T G

W -1

2010 40

FEET

BID

03/30/2026

GREENFIELD WATERLINE

STATIONS 4+78 - 9+56

PLAN & PROFILE

GW-1.2

G W

-1 .1

G W

-1 .3

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

N S

E W

SCSA#3

CULINARY WATER 2026

JNS

CRS

N E

T G

W -1

N E

T G

W -1

2010 40

FEET

BID

03/30/2026

GREENFIELD WATERLINE

STATIONS 9+56 - 14+34

PLAN & PROFILE

GW-1.3

G W

-1 .2

G W

-1 .4

CAD TECH:

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

N S

E W

SCSA#3

CULINARY WATER 2026

JNS

CRS

N E

T G

W -1

2010 40

FEET

BID

03/30/2026

GREENFIELD WATERLINE

STATIONS 14+34 - 19+30

PLAN & PROFILE

GW-1.4

G W

-1 .3

2026-03-31

CONNECT TO END OF

EXISTING WATERLINE AND

INSTALL 8" GATE VALVE

PRVAIR

SCSA#3

CULINARY WATER 2026

CAD TECH:

DESIGNER:

Q&A: JNS

DSE

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

S E

4" PIPE FROM FLOOR DRAIN

TO DISCHARGE INTO

ROADSIDE SWELL WITH

RODANT GUARD

A D1.2

PRV STATION

TYP.

ATCH

LIN

STATIO

N 5+80

-1.2

2010 40

FEET

BID

03/30/2026

BEEHIVE WATERLINE

STATIONS 0+00 - 5+80

PLAN & PROFILE

BH-1.1

-1

DESIGNER:

Q&A:

CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCALE:

VERT.

HORIZ.

11"x17" 1"=10' 1"=5'

1"=20' 1"=10'

24"x36"

SCSA#3

CULINARY WATER 2026

JNS

DSE

CRS

N 5+

-1

(+/- 550 SF)

2010 40

FEET

BID

03/30/2026

BEEHIVE WATERLINE

STATIONS 5+80 - 7+50

PLAN & PROFILE

BH-1.2

N 5+

T B W

-1 .1

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCSA#3

CULINARY WATER 2026

a) 5' MINIMUM TO TOP OF PIPE a) 5' MINIMUM TO TOP OF PIPE

MINIMUM 6" / MAXIMUM 12"

A B C

D E F

CULINARY WATER LINE TRENCH - TYP.

NTS

DUAL CULINARY WATER LINE TRENCH - TYP.

NTS

THRUST BLOCK - TYP.

NTS

VALVE & VALVE BOX - TYP.

NTS

VALVE ASSEMBLY - TYP.

NTS

FIRE HYDRANT - TYP.

NTS

BID

03/30/2026

DETAILS

D-1.1

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCSA#3

CULINARY WATER 2026

A D E

PLAN VIEW

PRESSURE GAUGE DETAIL PRESSURE RELIEF

LINE DETAIL

PRESSURE REDUCING STATION (PRV)

NTS

AIR VALVE DETAIL

SEWER OTHER

a 18" MIN. 12" MIN.

b 10' MIN. 5' MIN.

OBSTRUCTION

TABLE OF DIMENSIONS

18" 16"

1/4 3/8

0.2500 0.3750

7/16 1/2

0.4375 0.5000

MIN. DIAMETER

ENCASEMENT PIPECARRIER PIPE

(DIAMETER) THICKNESS (INCHES)

MINIMUM ENCASEMENT PIPE

8" 6"

12"

20" 16"

30" 24"

36" 42" 48"

1/2 1/2

0.5000 0.5000

1/4 0.2500

FILL SPACE BETWEEN

EXCAVATED BORE AND

ENCASEMENT WITH

CEMENT GROUT

EXCAVATED BORE

T-304 STAINLESS STEEL

SPACER BODY (MIN. 14

GAUGE THICKNESS)

WELDED T-304 STAINLESS

STEEL RISERS (MIN. 10

GAUGE THICKNESS)

STEEL ENCASEMENT

PIPE

THICKNESS AS

SPECIFIED IN PLANS

(MIN. 1/4")

CARRIER PIPE, 90° MAX.

ULTRA HIGH MOLECULAR

WEIGHT POLYMER

RUNNERS

(2" MIN. HEIGHT)

A SPACER SHALL BE A

MAXIMUM OF 18"

FROM EACH END OF

ENCASEMENT PIPE

SPACING AS PER

MANUFACTURER'S

RECOMMENDATION, MIN. 3

SPACERS PER JOINT

FIRST SPACER SHALL

BE 18" FROM END OF

JOINT

CARRIER PIPE

NOTES:

1. CASING SPACER CONFIGURATION AND SPACING SHALL BE AS SHOWN ON MANUFACTURER'S DRAWINGS

FOR SPECIFIC WORK; THESE MUST BE ACCEPTABLE TO

2. CASING SPACERS SHALL BE AS APPROVED

3. ALL WATER MAIN AND FORCE MAIN CARRIER PIPE JOINTS INSIDE ENCASEMENT MUST BE RESTRAINED

WITH APPROVED JOINT RESTRAINTS

4. PROPOSED ENCASEMENT DIAMETERS SHALL BE AS SHOWN ON THE CONSTRUCTION PLANS, BUT IN NO

CASE SHALL THE ENCASEMENT DIAMETER BE LESS THAN SHOWN IN THE TABLE ABOVE. CASING PIPE SHALL BE SIZED PER PROJECT CONDITIONS, CARRIER PIPE MATERIAL, AND JOINT RESTRAINT SYSTEM.

SMOOTH STEEL ENCASEMENT PIPE SEAL ENDS WITH APPROVED END SEALS

DISTRICT.

BY DISTRICT.

COMBINATION AIR VAC/RELEASE STATION

NTS

PIPE SUPPORT - TYP.

NTS

CASING PIPE - BORING AND JACKING - TYP.

NTS

WATER SERVICE LINE LOOP - TYP.

NTS

FITTING LIST

PLAN VIEW

STANDON MODEL S92 ADJUSTABLE PIPE SADDLE SUPPORT

Standon Model S92 Adjustable Pipe Support

4" THICK X 18" DIAMETER

CONCRETE SPLASH PAD 12" MINIMIUM

20" MAXIMUM

BID

03/30/2026

DETAILS

D-1.2

Q&A: JNS

CRS

CRS CALL BLUE

STAKES PRIOR

TO DIGGING

RIMROCK

ENGINEERING &

DEVELOPMENT

PLAN REVISIONS

SCSA#3

CULINARY WATER 2026

A V-BLOCK RETAINING WALL

NTS

BID

03/30/2026

DETAILS

D-1.3

2026-03-31

SLOPE 2% MIN.

12"

1/2" TO 1"

DIA.

THROUGH MANHOLE

MIN. 0.2' DROP

FINISH GRADE MATERIAL

O N

D S

2" O

.C . R

. F O

R A

2'-6"

SEWER MAIN

MIN. DIA.

4'-0"

G R

O N

'-0

" M

N S

S C

O N

E 3'

-0 " M

-6

SMOOTH

TRANSITION

2'-0"

3" MAX.

400 LB MIN MANHOLE FRAME

AND NON-VENTED COVER (D & L

A-1080)

CONCRETE GRADE RING 1 - 4"

GRADE RING MINIMUM 2 - 6"

GRADE RINGS MAXIMUM

SLOPE CONCRETE

APRON @ 2% MIN.

ALL MANHOLE JOINTS SHALL BE FLEXIBLE

GASKETED CONNECTIONS. ALL JOINT

BETWEEN SECTIONS, GRADE RINGS, AND

CASTINGS SHALL BE SEALED WATERTIGHT.

ALL LIFT HOLES AND STEP HOLES SHALL BE

GROUTED ON THE INSIDE AND OUTSIDE WITH

NON-SHRINK GROUT

GROUT ANNULAR SPACE BETWEEN

PIPE, BASE AND CONNECTOR WITH

NON-SHRINK GROUT TO SPRINGLINE

ONLY

PROVIDE RESILIENT CONNECTORS

CONFORM TO ASTM C 923

2" SEWER ROCK

MANHOLE BASE, WALL,

CONE SECTIONS,

GRADE RINGS AND

STEPS SHALL

CONFORM TO ASTM

C-478

PER SITE PLAN

SLOPE AWAY @ MINIMUM OF 2% SLOPE&

MAXIMUM OF 4% SLOPE FOR A MIN OF 5'

B PRECAST MANHOLE - TYP.

NTS

C EROSION CONTROL MAT - TYP.

NTS

Sheets and Views

UTAH

File details come from the government source that posted it. Updated Apr 28, 2026.