9-COUNTRY CLUB WATER TANK DRAWINGS.pdf

PDF 10 MB Posted Apr 9, 2026

Attached to: IFB - COUNTRY CLUB WATER TANK
Solicitation number: 26-276
Issued by: Washington County, Utah

About this file

Written by GovTribe AI · Apr 9, 2026

This is a set of construction drawings and design documents prepared by Jones & DeMille Engineering, Inc. for the City of St. George, Utah, detailing the specifications for a 2.5 million-gallon (MG) concrete water tank to be constructed at the Country Club site in St. George. The project encompasses site preparation, excavation, water main installation, and associated infrastructure including a 150-foot-diameter concrete storage tank with finished floor elevation at 2,750 feet. The design includes 425 feet of 16-inch PVC water outflow line, 425 feet of 14-inch PVC water inflow line, 242.25 feet of 18-inch PVC drain pipe, overflow systems, a 15.5-foot by 13.5-foot concrete water vault, access roads, erosion control measures, power infrastructure, and a 6-foot-diameter concrete manhole. The drawings indicate total earthwork requirements of approximately 27,000 cubic yards of cut and 1,900 cubic yards of fill, with construction to conform to the 2017 APWA Utah Chapter specifications, International Building Code (IBC), and City of St. George standards. The project is for bidding only, with all work requiring coordination with the City of St. George Water Department, utilities locating, and adherence to geotechnical recommendations based on a May 23, 2023 site investigation by Landmark Testing & Engineering.

The City of St. George requires that all bids be accompanied by a bid bond in the amount of 5 percent of the total bid amount, issued by a surety company licensed in Utah and acceptable to the city. A 100 percent performance bond covering labor and materials is mandatory upon project award. The design documents specify that all waterline works must be installed by a contractor pre-qualified by the City of St. George Water Department and that all construction shall conform to the city's Standard Specifications for Design and Construction, the International Plumbing Code, and the Uniform Building Code. Structural design is based on ACI 318-19 and ACI 350-20 standards with a design bearing pressure of 5,000 pounds per square foot on sandstone bedrock. The city reserves the right to reject any or all submissions or waive any formality or technicality in its interest. All special inspections, materials testing, geotechnical observation during construction, and quality assurance inspections are required, with costs to be borne by the contractor.

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Other files

File	Type	Posted
1-E-Verify Form.pdf	PDF	Apr 9, 2026
3-MAJOR SUBCONTRACTOR LISTING.pdf	PDF	Apr 9, 2026
5-sample - CERTIFICATE OF INSURANCE.pdf	PDF	Apr 9, 2026
7-2- BID TERMS.pdf	PDF	Apr 9, 2026
11-MEASUREMENT AND PAYMENT.pdf	PDF	Apr 9, 2026
8-3- PROJECT MANUAL TECHNICAL SPECIFICATIONS.pdf	PDF	Apr 9, 2026
2-GENERAL CONDITIONS rev 09.04.25.pdf	PDF	Apr 9, 2026
6-1- INFORMATION FOR BIDDERS.pdf	PDF	Apr 9, 2026
4-sample - CONSTRUCTION CONTRACT.pdf	PDF	Apr 9, 2026
10-BID SCHEDULE WORKSHEET - Country Club Tank.xlsx	XLSX spreadsheet	Apr 9, 2026

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CITY OF ST. GEORGE

COUNTRY CLUB 2.5 MG TANK

ST. GEORGE, UTAH

6\ dw g\ de si gn _2

VICINITY MAP

Jones & DeMille Engineering, Inc.

1.800.748.5275 www.jonesanddemille.com

GIS - ENVIRONMENTAL - MATERIALS TESTING

CIVIL & STRUCTURAL ENGINEERING - SURVEYING

- shaping the quality of life -

PROJECT LOCATION APPROVAL

RECOMMENDED FOR APPROVAL:

DATE

APPROVED:

DATECLIENT

2207-026 G-001

SHEET NO.PROJECT NO.

SUBMITTAL: FOR BIDDING ONLY

IDAHO

C O

ARIZONA

WASHINGTON KANE

SAN JUAN

GARFIELDIRON

BEAVER PIUTE WAYNE

GRANDEMERY

ST. GEORGE

SEVIER

MILLARD

SANPETE

CARBON

UINTAH

DUCHESNE

UTAH

WASATCH

SALT LAKE

JUAB

TOOELE

BOX ELDER

DAVIS

SUMMIT

MORGAN

WEBER

DAGGETT

RICH

CACHE

WYOMING

INDEX TO SHEETS

SHEET NO. SHEET TITLE

G-001 COVER SHEET

G-002 LEGEND & NOTES

C-101 SITE PLAN

C-102 TANK PLAN & PROFILE

C-401 EROSION CONTROL PLAN

C-501 CIVIL DETAILS

S-101 STRUCTURAL NOTES, PLANS, & SECTIONS

S-501 STRUCTURAL DETAILS

S-701 STRUCTURAL DETAILS & SCHEDULES

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

COFFEY

02/13/2026

G-002

M G

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N S

N O

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O R

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F O

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COUNTY

SHEET NO.

D W

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W G

O N

- M

N G

w w .jo ne sa nd de m ille

.c om

Jo ne s

D eM ille E ng in ee rin g, In c.

E N

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

T N

U M

N O

N E

WASHINGTON

. G

G O

LEGEND

EDGE OF ASPHALT

EDGE OF CONCRETE

EDGE OF GRAVEL SURFACING

EDGE OF DIRT SURFACING

EDGE OF ASPHALT SURFACING

TOP BACK OF CURB

LIP OF CURB

TOP OF SIDEWALK

TOP OF CONCRETE

TOP OF GRATE

EDGE OF ASPHALT

FLOW LINE OF GUTTER

FLOW LINE OF CULVERT

SIDEWALK

FINISHED GROUND

TOP OF ASPHALT

CONCRETE SURFACING

ASPHALT SURFACING

STREET SIGN

TBC

LOC

TSW

TOC

TOG

EOA

FLG

FLC

TOA

SANITARY SEWER LINE

CULINARY WATER LINE

BURIED POWER LINE

FENCE LINE (BARBED OR STOCKTIGHT)

DRAINAGE CULVERT

FLOW LINE OF DITCH

BURIED TELEPHONE LINE

NATURAL GAS LINE

BURIED CABLE TV LINE

CULINARY WATER VALVE

SANITARY SEWER MANHOLE

TREE

CONCRETE SURFACING

DELINEATOR POST

PROPERTY LINE

IRRIGATION LINE

EXISTING RIGHT OF WAY LINE

SANITARY SEWER MANHOLE

CULINARY WATER VALVE

DRAINAGE CULVERT

CULINARY WATER LINE

SANITARY SEWER LINE

SECTION LINE

PROPOSED RIGHT-OF-WAY LINE

SUBDIVISION BOUNDARY LINE

LOT LINES

QUARTER SECTION LINE

(P.U.E.) PUBLIC UTILITY EASEMENT

DEED LINE

FIRE HYDRANT

STRUCTURE

DELINEATOR POST

STREET SIGN

TOP OF CUT LIMITS

TOE OF FILL LIMITS

CULINARY WATER METER

WATER METER

POWER POLE & GUY WIRE

G.W.

STORM DRAIN

SANITARY SEWER SERVICE

POWER POLE

EXISTING FEATURES PROPOSED FEATURESMISC. FEATURES

(SIDEWALK, CURB, GUTTER, ETC.)

FENCE LINE (CHAIN LINK)

TELEPHONE PEDESTAL

OVERHEAD CABLE TV LINE

OVERHEAD POWER LINE

OVERHEAD TELEPHONE LINE

BURIED POWER LINE

OVERHEAD POWER LINE

BURIED TELEPHONE LINE

OVERHEAD TELEPHONE LINE

BURIED CABLE TV LINE

OVERHEAD CABLE TV LINE

NATURAL GAS LINE

IRRIGATION LINE

STORM DRAIN

FENCE LINE (BARBED OR STOCKTIGHT)

FENCE LINE (CHAIN LINK)

FIBER OPTIC LINE

MAILBOX

ABBREVIATIONS

POWER POLE

COMMUNICATION MANHOLE

RIGHT-OF-WAY

SEWER MANHOLE

LEFT

RIGHT

EPP

CMH

R/W

SMH

L / LT

R / RT

TEMPORARY T.C.E.

PUBLIC UTILITY EASEMENTP.U.E.

CONSTRUCTION EASEMENT

STATIONSTA

EXISTING CITY BLOCK LINES

BLOCK LINE

EXISTING N/A LINE

EPP

SMH SMH

EPP

WMH WATER MANHOLE

LIGHT POLE

SCO

M GAS METER

GAS METERM

UTILITY NOTES

1. COORDINATE UTILITY CONNECTIONS AND SERVICES BEFORE STARTING CONSTRUCTION. STAGE CONSTRUCTION TO AVOID DELAYS IN SERVICES AND

PERMITTING.

2. PROVIDE UTILITY PIPING AND APPURTENANCES ACCORDING TO PROJECT SPECIFICATIONS AND IN LINE WITH APPROPRIATE JURISDICTIONAL SPECIFICATIONS

AND DETAILS.

3. SUBMIT TO THE ENGINEER FOR REVIEW AND ACCEPTANCE FOR BEDDING, BACKFILL, PIPE, METERS, BOXES, VALVES, FIRE HYDRANTS, BLOWOFFS, VAULTS, MANHOLES, INLET BOXES, ETC. ENSURE SUBMITTALS CONTAIN ENOUGH INFORMATION TO SHOW THAT PROPOSED PRODUCTS AND MATERIALS CONFORM TO

OWNER'S STANDARDS AND SPECIFICATIONS.

4. VERIFY RIM AND INVERT ELEVATIONS BEFORE FABRICATING MANHOLES, VAULTS, AND INLET BOXES.

5. ADJUST UTILITY MANHOLES, VALVE BOXES, AND OTHER BOXES AND CONSTRUCT CONCRETE COLLAR PER APWA OR OWNER SPECIFICATIONS WHEN WITHIN

PAVED OR OTHER IMPROVED AREAS.

6. PROVIDE TESTING RESULTS AS REQUIRED PER OWNER SPECIFICATION SUCH AS PRESSURE TESTING, DEFLECTION TESTING, AIR TESTING AND VIDEO

INSPECTIONS.

7. CLEAN UTILITY LINES TO REMOVE DIRT AND DEBRIS BEFORE BEING PUT INTO SERVICE. PROTECT DOWN-GRADE LINES FROM WASH-WATER DURING THE

CLEANING PROCESS TO AVOID CONTAMINATION AND COMPROMISING OUTFALL CLEANLINESS.

8. ENSURE ALL UTILITY PIPES, APPURTENANCES, AND STRUCTURES ARE OF NEW MATERIAL. REUSED MATERIAL MAY BE PERMITTED AS INDICATED ON PLANS.

9. PROVIDE THRUST BLOCKS AND/OR JOINT RESTRAINTS AS REQUIRED BY CITY OF ST. GEORGE STANDARDS AND SPECIFICATIONS. INSTALL JOINT RESTRAINTS ON MECHANICAL JOINT FITTINGS AND ON PIPE JOINTS FOR THE REQUIRED LENGTH SPECIFIED FOR EACH JOINT CONDITION.

EROSION CONTROL NOTES

1. PREPARE AND SUBMIT STORM WATER POLLUTION PREVENTION PLAN (SWPPP). FILE NOTICE OF INTENT (NOI) PRIOR TO STARTING CONSTRUCTION AND FILE

NOTICE OF TERMINATION (NOT) AT END OF CONSTRUCTION.

2. ADHERE TO UTAH POLLUTION DISCHARGE ELIMINATION SYSTEM (UPDES) REGULATIONS DURING CONSTRUCTION WORK.

3. PREVENT AND CONTROL EROSION DUE TO WIND AND WATER DURING CONSTRUCTION. FOLLOW PROCEDURES AND BEST MANAGEMENT PRACTICES IN SWPPP AND INSTALL EROSION CONTROL MEASURES AS INDICATED IN SWPPP. MAINTAIN A COPY OF THE SWPPP ON SITE AT ALL TIMES.

4. PROVIDE ADDITIONAL EROSION CONTROL MEASURES WHEN UNFORESEEN PROBLEMS OCCUR OR IF SWPPP DOES NOT FUNCTION AS INTENDED. ADJUST EROSION CONTROL MEASURES (SILT FENCES, STRAW BALES, ETC.) AS NEEDED DUE TO GRADE CHANGES DURING CONSTRUCTION. BE AWARE THAT OWNER

MAY REQUIRE ADDITIONAL CONTROL DEVICES UPON INSPECTION OF PROPOSED FACILITIES.

5. KEEP STREETS CLEAN AND FREE FROM SOIL AND DEBRIS DURING CONSTRUCTION.

6. PROTECT STORM DRAIN FACILITIES ON SITE AND ADJACENT TO SITE FROM SITE RUNOFF. INSTALL INLET PROTECTION DEVICES IMMEDIATELY WHEN

INDIVIDUAL INLETS BECOME FUNCTIONAL.

7. SEED AREAS DISTURBED DURING CONSTRUCTION WITH APPROPRIATE NATIVE SEED MIX OR PLACE LANDSCAPING TO MATCH EXISTING.

8. DISPOSE OF WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, ETC.) IN A MANNER THAT PREVENTS CONTACT WITH STORM WATER DISCHARGES FROM

SITE.

9. STABILIZE CONSTRUCTION AREAS AT END OF EACH WORKING DAY. INCLUDE BACKFILLING OF TRENCHES FOR UTILITY CONSTRUCTION AND PLACEMENT OF

PAVING FOR ROAD CONSTRUCTION.

10.MAINTAIN MEASURES IN SWPPP IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF SITE. CHECK EROSION AND SEDIMENTATION CONTROL MEASURES BY QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF END OF RAINFALL EVENT. COMPLETE ANY NEEDED CLEANING AND REPAIRS WITHIN TIME FRAMES SPECIFIED IN SWPPP AND/OR UPDES GENERAL PERMIT.

11.POWER WASH EXCAVATION EQUIPMENT BEFORE ENTERING DIFFERENT VEGETATION MATRIX.

12.REMOVE INLET PROTECTION DEVICES AFTER N.O.T. AND FINAL ACCEPTANCE BY OWNER.

13.APPLY WATER FOR FUGITIVE DUST CONTROL BY MEANS OF TRUCKS, HOSES AND/OR SPRINKLERS AT SUFFICIENT FREQUENCY AND QUANTITY ACCORDINGLY:

13.1. PRIOR TO, CONCURRENTLY AND AFTER EARTHMOVING ACTIVITIES

13.2. TO DEPTH OF PROPOSED CUTS OR EQUIPMENT PENETRATIONS

13.3. PRIOR TO EXPECTED WIND EVENTS

13.4. TO DEVELOP A SURFACE CRUST FOR ALL INACTIVE SITES

14.MINIMIZE FUGITIVE DUST WITH APPROPRIATE VEHICLE HANDLING AND LOADING OPERATIONS.

15.INSTALL FENCE BARRIER AND/OR “NO TRESPASSING” SIGNS TO PREVENT ACCESS AND DISTURBANCE OF INACTIVE AREAS.

SURVEY NOTES

1. SUBJECT SITE WAS FIELD SURVEYED 01/05/2023 BY JONES AND DEMILLE ENGINEERING.

2. UNLESS OTHERWISE NOTED, ANY BOUNDARY LINES SHOWN ARE TO BE CONSIDERED DEED RECORD LINES. JDE HAS NOT PERFORMED AN OFFICIAL BOUNDARY

SURVEY AND NO RECORD OF SURVEY WILL BE FILED.

3. ANY COORDINATES AND ELEVATIONS, IF SHOWN, ARE LOCAL COORDINATES UNLESS OTHERWISE INDICATED.

4. DISTANCES REFLECT GROUND MEASUREMENTS.

5. NOTIFY ENGINEER IF CONTROL POINTS VARY MORE THAN 0.07-FEET.

CONSTRUCTION NOTES

1. NOTIFY OWNER AT LEAST TWO BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION.

2. SCHEDULE AND ATTEND PRE-CONSTRUCTION MEETING PRIOR TO STARTING CONSTRUCTION ACTIVITIES THROUGH OWNER OR OWNER'S REPRESENTATIVE.

3. PROVIDE CONSTRUCTION SCHEDULE TO ENGINEER AND OWNER.

4. FIELD VERIFY EXISTING CONDITIONS. QUANTITIES, LENGTHS, VOLUMES, AND AREAS INDICATED ARE APPROXIMATE AND ARE PROVIDED TO ASSIST

CONTRACTOR. VERIFY QUANTITIES AND DETERMINE MEASUREMENTS AS NECESSARY.

5. VERIFY DIMENSIONS BEFORE STARTING WORK AND IMMEDIATELY NOTIFY ENGINEER OF ANY DISCREPANCIES.

6. OBTAIN APPROVAL FROM OWNER PRIOR TO CONSTRUCTION FOR USE OF STAGING AREAS (IF ANY) NOT SHOWN ON DRAWINGS. COORDINATE WITH OWNER TO IDENTIFY POTENTIAL USABLE STAGING AREAS. RESTORE STAGING AREA TO PRECONSTRUCTION CONDITION.

7. PROTECT EXISTING IMPROVEMENTS DURING CONSTRUCTION AND REPLACE OR RESTORE IMPROVEMENTS DAMAGED AS RESULT OF CONSTRUCTION ACTIVITY.

RESTORE IMPROVEMENTS TO AS-GOOD-AS OR BETTER-THAN CONDITION THAT EXISTED PRIOR TO CONSTRUCTION. REPAIR IRRIGATION/SPRINKLERS WITHIN

24 HOURS FOLLOWING PLACEMENT OF IMPROVEMENTS.

8. PROPERLY BACKFILL, COMPACT, AND RESTORE PAVEMENT WITHIN STREET RIGHT-OF-WAY.

9. DISPOSE WASTE OFF SITE AT LANDFILL OR OTHER LEGAL DISPOSAL FACILITY.

10.REMOVE SURPLUS EXCAVATION FROM SITE. USE TOPSOIL OR OTHER NATIVE MATERIAL IN LANDSCAPE OR NATIVE GRADING. STOCKPILE TOPSOIL SEPARATELY FROM OTHER EXCAVATED MATERIALS. PLACE TOPSOIL IN LANDSCAPED AREAS IN 4 INCHES THICK MINIMUM AND GRADE TO DRAIN.

11.PERFORM CONSTRUCTION QUALITY CONTROL TESTING, INCLUDING SOILS, BACKFILL CONCRETE, UTILITIES, ETC.

12.A GEOTECHNICAL REPORT OF THE SITE WAS PERFORMED BY LANDMARK TESTING & ENGINEERING ON MAY 23, 2023 AND SERVED AS THE BASIS FOR DESIGN.

1. UNDERSTAND ALL RECOMMENDATIONS FROM THE GEOTECHCNICAL ENGINEER AND NOTIFY THE DESIGN ENGINEER OF ANY DEVIATIONS IN DESIGN.

2. PERFORM ALL EXCAVATION, GRADING, AND OPERATIONS WITHIN THE BUILDING AREA UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER. ENSURE THE GEOTECHNICAL ENGINEER VERIFIES SUB-SOIL CONDITIONS, DETERMINES THE ADEQUACY OF SITE PREPARATION, ASSESSES THE SUITABILITY OF FILL, AND

CONFIRMS COMPLIANCE WITH COMPACTION REQUIREMENTS.

3. PROVIDE A GRADING COMPLETION REPORT BY THE GEOTECHNICAL ENGINEER TO CONFIRM THE WORK HAS BEEN PERFORMED ACCORDING TO THE

GEOTECHNICAL ENGINEER'S RECOMMENDATIONS.

13.PERFORM MATERIALS TESTING AND SUBMIT COPIES OF TEST RESULTS TO ENGINEER AND/OR OWNER AS REQUIRED PER SPECIFICATIONS. COORDINATE TESTING WITH INSPECTORS AND/OR ENGINEER. PERFORM DENSITY TESTING ON TRENCH BACKFILL, GRANULAR BORROW, AND UNTREATED BASE COURSE PLACEMENT FOR ROADWAY AND PRIOR TO ANY CONCRETE PLACEMENT WHERE NECESSARY. SEE SPECIFICATIONS FOR TESTING FREQUENCY.

14.PROVIDE SITE DUST CONTROL AND SUPPRESSION FOR DURATION OF PROJECT, INCLUDING WEEKENDS.

15.PROVIDE AND MAINTAIN ANY AND ALL TEMPORARY UTILITIES DURING CONSTRUCTION.

16.PROVIDE PAVEMENT MARKINGS, STRIPING AND SIGNAGE PER THE REQUIREMENTS OF THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL

DEVICES (MUTCD).

GENERAL NOTES

1. REQUEST ACCEPTANCE FROM ENGINEER PRIOR TO MAKING MODIFICATIONS TO DRAWINGS, SPECIFICATIONS, OR CONSTRUCTION SCHEDULE.

2. PERFORM CONSTRUCTION IN ACCORDANCE WITH LATEST VERSION (2017) OF APWA UTAH CHAPTER MANUAL OF STANDARD SPECIFICATIONS AND MANUAL OF STANDARD PLANS, INCLUDING AMENDMENTS, DDW RULES, INTERNATIONAL BUILDING CODE (IBC), INTERNATIONAL PLUMBING CODE (IPC), INTERNATIONAL FIRE CODE (IFC), INTERNATIONAL RESIDENTIAL CODE (IRC), APPLICABLE AUTHORITY HAVING JURISDICTION (AHJ) AND/OR OWNER STANDARDS AND SPECIFICATIONS.

3. IN CASE OF CONFLICT BETWEEN CODES, REFERENCE STANDARDS, STATE RULES, DRAWINGS AND SPECIFICATIONS, ADHERE TO MOST STRINGENT

REQUIREMENTS.

4. EXISTING UTILITIES ARE SHOWN IN APPROXIMATE LOCATIONS ONLY AND ARE BASED ON UTILITY MAPS AND FIELD SURVEY OF SURFACE EVIDENCE.

5. LOCATE AND PROTECT EXISTING UTILITIES AND ANY OBSTRUCTIONS DURING COURSE OF CONSTRUCTION. NOTIFY BLUE STAKES (811) AT LEAST 48 HOURS IN ADVANCE OF ANY CONSTRUCTION ACTIVITIES ON SITE. RESTORE UTILITIES DAMAGED DURING CONSTRUCTION TO CONDITION EQUAL TO OR BETTER THAN

EXISTING CONDITION PRIOR TO CONSTRUCTION.

6. NOTIFY ENGINEER OR PROJECT REPRESENTATIVE OF ANY CONFLICTS BETWEEN EXISTING FEATURES AND NEW CONSTRUCTION.

7. UNLESS DETAILED, SPECIFIED OR INDICATED OTHERWISE, CONSTRUCTION SHALL BE AS INDICATED IN APPLICABLE TYPICAL DETAILS AND GENERAL NOTES.

8. THE CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL

AND SECURITY.

9. MEET UTAH DEPARTMENT OF ENVIRONMENTAL QUALITY AND U.S. EPA REQUIREMENTS, RULES, AND REGULATIONS.

10.OBTAIN REQUIRED APPROVALS AND PERMITS AND PAY REQUIRED FEES PRIOR TO BEGINNING CONSTRUCTION.

11.FOR MATERIALS USED AND WORK PERFORMED IN UTAH DEPARTMENT OF TRANSPORTATION (UDOT) RIGHT-OF-WAY, CONFORM TO UDOT STANDARDS AND

SPECIFICATIONS.

12.CONDUCT CONSTRUCTION OPERATIONS WITH NECESSARY SIGNS, BARRICADES, AND FLASHERS PLACED TO COMPLY WITH OSHA, UTAH STATE INDUSTRIAL COMMISSION, LOCAL SAFETY STANDARDS, AND THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.

13.NO FULL ROAD CLOSURES WILL BE PERMITTED WITHOUT PRIOR APPROVAL OF THE OWNER. MAINTAIN TRAFFIC IN TWO DIRECTIONS AT ALL TIMES FOR ROADS AND ROAD CROSSINGS, UNLESS EXTENUATING CIRCUMSTANCES PROHIBIT. MAKE ROAD CLOSURE REQUESTS 1 WEEK BEFORE NEEDING TO CLOSE ROAD.

14.PROVIDE WRITTEN NOTIFICATION INCLUDING CONTACT INFORMATION TO RESIDENTS AND BUSINESSES IMPACTED BY CONSTRUCTION. PROVIDE NOTICE MINIMUM OF 48 HOURS IN ADVANCE OF WORK BEING PERFORMED. MAINTAIN DRIVEWAY ACCESS TO RESIDENCES AND BUSINESSES AT ALL TIMES UNLESS PARKING ARRANGEMENTS HAVE BEEN MADE WITH RESIDENTS AND BUSINESSES WHILE WORK IS COMPLETED ADJACENT TO OR ON THEIR PROPERTIES.

15.WORK WITH INDIVIDUAL PROPERTY OWNERS OR BUSINESS FOR ACCESS AND PERMISSION TO CONNECT TO UTILITY SERVICE AT PROPERTIES.

16.SECURE RIGHT OF INGRESS AND EGRESS IF WORK OR PERSONNEL NEED TO VENTURE ONTO PRIVATE PROPERTY NOT INCLUDED IN OWNER ACQUIRED

RIGHTS-OF-WAY AND EASEMENTS.

17.ACQUIRE A COUNTY PERMIT PRIOR TO STARTING CONSTRUCTION FOR WORK LOCATED WITHIN 30 FEET OF A GOVERNMENT SURVEY MONUMENT OR PUBLIC

LAND SURVEY GOVERNMENT CORNER.

STORM WATER NOTES

1. FOLLOW IRC R401.3 FOR SITE DRAINAGE:

1. DIVERT SURFACE DRAINAGE TO STORM SEWER OR APPROVED POINT OF COLLECTION THAT DOES NOT CREATE HAZARD.

2. GRADE PROPERTY TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS.

3. GRADE 6 INCHES OF FALL WITHIN FIRST 10 FEET OF FOUNDATION PERIMETER.

4. WHERE PROPERTY LINES, SLOPES OR PHYSICAL BARRIERS PREVENT 6 INCHES OF FALL, CONSTRUCT DRAINAGE SWALES TO ENSURE DRAINAGE AWAY FROM

STRUCTURE.

5. SLOPE IMPERVIOUS SURFACES WITHIN 10 FEET OF BUILDING FOUNDATION MINIMUM OF 2% AWAY FROM BUILDING.

2. USE NON-SHRINK GROUT WHEREVER GROUT IS REQUIRED FOR STORM DRAIN FACILITIES.

3. CUT PIPES OFF FLUSH WITH INSIDE WALL OF BOX OR MANHOLE AND APPLY GROUT AT CONNECTION OF PIPE TO PROVIDE SMOOTH FINISH. REMOVE JAGGED

OR SHARP EDGES AT PIPE CONNECTIONS AND APPLY GROUT TO PROVIDE SMOOTH FINISH.

4. APPLY GROUT BETWEEN GRADE RINGS. FOR EACH INLET BOX THAT IS LOCATED NEXT TO CURB, REMOVE PROTRUDING, JAGGED OR SHARP CONCRETE EDGES AND APPLY GROUT BETWEEN BOTTOM OF INLET LID FRAME AND TOP OF CONCRETE BOX. FINISH GROUT TO CREATE SMOOTH, BEVELED TRANSITION AT EDGES IN CLEANOUT AND INLET BOXES. APPLY GROUT AROUND ALL EDGES OF RESTRICTIVE ORIFICE PLATE.

5. REMOVE SNAP TIES, NAILS, REBAR AND OTHER PROTRUSIONS FROM BOX OR PIPE INSIDE SURFACE, AND FROM FORM WORK, PLASTIC AND CARDBOARD.

6. REMOVE SILT AND DEBRIS FROM INLET BOXES, COMBO BOXES, JUNCTION BOXES, AND PIPE. MAINTAIN BOXES AND PIPES IN CLEAN CONDITION UNTIL FINAL

ACCEPTANCE BY OWNER.

7. CLEAN MANHOLE LIDS AND INLET GRATES TO REMOVE ASPHALT, CONCRETE, TAR OR OTHER ADHESIVES TO ALLOW ACCESS.

8. PLACE INLET, COMBINATION AND JUNCTION BOXES ON 12-INCH MINIMUM COMPACTED STABILIZATION MATERIAL.

9. REMOVE SILT AND DEBRIS FROM INLET BOXES, COMBO BOXES, JUNCTION BOXES, AND PIPE. MAINTAIN BOXES AND PIPES IN CLEAN CONDITION UNTIL FINAL

ACCEPTANCE BY OWNER.

CITY OF ST. GEORGE WATER NOTES

1. ALL WATERLINE WORKS MUST BE INSTALLED BY A CONTRACTOR THAT HAS BEEN RE-QUALIFIED BY THE CITY OF ST. GEORGE

WATER DEPARTMENT.

2. ALL CONSTRUCTION SHALL CONFORM TO THE “CITY OF ST. GEORGE STANDARD SPECIFICATIONS FOR DESIGN AND

CONSTRUCTION”, “THE INTERNATIONAL PLUMBING CODE”, AND THE “UNIFORM BUILDING CODE” LATEST EDITION AS

ADMINISTERED BY THE CITY OF ST. GEORGE.

3. CONTRACTOR SHALL POTHOLE ALL PIPELINES AND VERIFY LOCATION AND DEPTH PRIOR TO PROCEEDING WITH ANY BUILDING OR PIPELINE CONSTRUCTION. IF THE IN-FIELD CONDITION VARIES FROM DESIGN THE CONTRACTOR IS RESPONSIBLE FOR COSTS DUE TO CHANGES IN CONDITION. CITY MAPS ARE “BEST KNOWLEDGE” AND APPROXIMATE.

4. THE POTABLE WATER SUPPLY TO LAWN IRRIGATION SYSTEMS SHALL BE PROCTECTED AGAINST BACKFLOW PER THE “INTERNATIONAL PLUMBING CODE (IPC)” SECTION 608.16.5 AND FIRE SPRINKLER SYSTEMS PER (IPC) 608.16.4.

5. ALL BACKFLOW ASSSEMBLY INSTALLATION AND TEST REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE CITY OF ST.

GEORGE BACKFLOW ORDINANCE 9-1-1997-5-6-5.

6. 14 GAUGE WIRE SHALL BE TAPED TO ALL WATER LINES FOR LOCATING PURPOSES. THE WIRE SHALL ALSO BE BROUGHT UP AT

EACH VALVE BOX AND HYDRANT.

7. THRUST RESTRAINT ON THE NEW PIPELINE WILL BE AS SHOWN ON THE DETAILS. USE MEGA-LUG ON THE FITTINGS AND FIELD

LOCK GASKETS ON THE REQUIRED LENGTH OF RESTRAINED PIPE.

8. ASPHALT REPLACED OVER THE PIPE TRENCHING IS TO MATCH EXISTING PAVEMENT DEPTHS WITH A 6” OVER CUT FROM EDGE

OF THE TRENCH ON EACH SIDE OF THE TRENCH.

9. CONTRACTORS SHALL CUT OFF AND CAP (BACK AT THE WATER MAIN), ALL EXISTING SERVICE LINES OR UNUSED STUB LINES

THAT WILL BE ABANDONED.

10. ANY CHANGES MADE IN THE FIELD MUST BE FIRST APPROVED AND DOCUMENTED BY THE CITY OF ST. GEORGE WATER

SERVICES REPRESENTATIVE.

11. ALL NEW FIRE HYDRANTS SHALL BE INSTALLED AT THE CORRECT HEIGHT. RISERS WILL NOT BE ALLOWED.

12. IRRIGATION WATER WORKS MAY REQUIRE ADDITIONAL APPROVALS FROM RESPECTIVE IRRIGATION COMPANIES.

ST. GEORGE ENERGY SERVICES POWER NOTES

1. PRIMARY POWER FROM SWITCH TO SWITCH SHALL BE 750 WIRE IN 3” CONDUIT.

2. PRIMARY POWER FROM VAULT TO TRANSFORMER SHALL BE 1/0 WIRE IN 3” CONDUIT UNLESS OTHERWISE NOTED. ALL WIRE

SHALL HAVE A TEMPERATURE RATING OF 90°C

3. SECONDARY POWER FROM TRANSFORMER TO METER (90°C TEMP. RATING):

A. FOR RESIDENTIAL LOTS – WHERE LENGTH IS LESS THAN OR EQUAL TO 200-FT

• 100 – 150 AMPS = 1/0 IN 2” CONDUIT

• 200 AMPS = 4/0 IN 2” CONDUIT

• 400 AMPS = 350 MCM IN 3”CONDUIT

• 600 AMPS = 500 MCM IN 3”CONDUIT

• CONTACT SGES FOR LENGTHS > 200-FT IF NOT SPECIFIED PERPLAN.

B. FOR C.T. CONNECTIONS (SERVICES > 400 AMPS) – SECONDARY CONDUIT AND WIRE SHALL BE SIZED BY BUILDING

ELECTRICAL ENGINEER.

C. FOR COMMERCIAL AND/OR APARTMENT COMPLEX ≤ 400 AMPS, OR > 400 AMPS WITH GANG PACK

INDIVIDUAL METERS – SIZED BY SGES BASED ON LOAD CALC’S.

4. CONTRACTOR TO FOLLOW ALL BLUE STAKES PROTOCOLS.

5. THE POWER DESIGN ON THIS UTILITY PLAN IS CONSIDERED BY ST. GEORGE ENERGY SERVICES (SGES) AS PRELIMINARY AND

NON-BIDABLE UNTIL ACCOMPANIED BY A JUC APPROVAL STAMP.

6. ALL PRIMARY UNDERGROUND POWER WORK/INSTALLATION MUST BE COMPLETED BY A CONTRACTOR THAT HAS BEEN

PREQUALIFIED BY SGES AND MEET ALL SGES STANDARDS. ALL OVERHEAD WORK/INSTALLATION MUST BE COMPLETED BY

SGES.

7. ALL WORK DONE BY SGES WILL BE PREPAID BY THE DEVELOPER.

8. IT IS THE RESPONSIBILITY OF THE DESIGN ENGINEER TO PROVIDE LOCATION AND ELEVATION OF ALL EXISTING AND DESIGN

UNDERGROUND/OVERHEAD UTILITIES AND STRUCTURES THAT WILL IMPACT THE SGES POWER DESIGN.

9. ALL JUC TRENCHES WILL BE BACKFILLED AND COMPACTED IN 6” TO 8” LIFTS TO A COMPACTION OF 95% IN

ROADWAYS/SIDEWALKS AND 90% BEHIND SIDEWALK. TESTING IS TO BE DONE AT MIDDLE AND TOP OF TRENCH.

10. ALL CHANGES TO EXISTING GRADES NEAR EXISTING POWER UTILITIES MUST BE APPROVED BY SGES PRIOR TO

CONSTRUCTION.

11. ANY IN-FIELD CHANGES TO THE JUC APPROVED POWER DESIGN WILL BE AT THE DEVELOPER’S EXPENSE AND MUST BE

PRE-APPROVED AND DOCUMENTED BY SGES PRIOR TO INSTALLATION.

MATERIALS NOTES

1. ALL MATERIALS WILL CONFORM WITH AUTHORITY(IES) HAVING JURISDICTION (AHJ) SPECIFICATIONS AND STANDARDS UNLESS

OTHERWISE INDICATED.

2. WHERE INDICATED, SUBMIT PRODUCT DATA AND MATERIALS TESTING TO ENGINEER OR OWNER AS CONSTRUCTION RECORD.

SUBMIT ALL CONSTRUCTION DOCUMENTS TO AHJ FOR ALL WORK DONE WITH PUBLIC RIGHT-OF-WAY, INCLUDING FIELD AND LAB TEST REPORTS. ALL SUBMITTALS MUST BE COMPLETED AND SUBMITTED TO ENGINEER PRIOR TO PROJECT TERMINATION.

3. EARTHWORK

3.1 EARTHWORK VOLUMES SHOWN ARE THE DIFFERENCE BETWEEN EXISTING GROUND AND PROPOSED FINISHED GRADE DIGITAL TERRAIN MODELS, AND ACCOUNTS FOR CONCRETE MATERIAL DEPTH FOR THE PROPOSED TANK. THE VOLUMES SHOWN DO NOT ACCOUNT FOR COMPACTION, CONSOLIDATION, OR OTHER MATERIAL DEPTHS. EARTHWORK QUANTITIES SHOWN ARE FOR PLANNING AND PERMITTING PURPOSES ONLY. VERIFY IMPORT AND EXPORT QUANTITIES PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OR PROJECT REPRESENTATIVE OF ANY CONFLICTS BETWEEN EXISTING FEATURES

AND NEW CONSTRUCTION.

TOTAL CUT VOLUME = 27,000 CUBIC YARDS (ALL CUT IS EXPECTED TO BE ROCK EXCAVATION)

TOTAL FILL VOLUME = 1,900 CUBIC YARDS

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

.00

320.35'

EXISTING 14" WATER LINE

EXISTING 8" WATER LINE

EXISTING 12" WATER LINE

220.00'

0.0

R150.00'

17.50'

C-101

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_1 st nd rd

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SHEET NO.

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1" =4

0' 4-

-2

WASHINGTON

. G

G O

PROJECT INFORMATION

EASMENT AREA

EXISTING TANK EASEMENT 14,445.87 SF / 0.33 AC

CONSTRUCTION LIMITS EASEMENT 212,337.19 SF / 4.87 AC

NEW TANK EASMENT 48,400 SF / 1.11 AC

PIPE LINE & LOWER ACCESS ROAD

EASEMENT

10,943.04 SF / 0.25 AC

UPPER ACCESS ROAD EASEMENT 9,796.12 SF / 0.22 AC

EARTHWORK CALCULATION OF TANK

EXCAVATION

35,209.38 SF / 0.81 AC

CUT / FILL 24,063.84 CY CUT / 1,850.78 CY FILL

150' DIA.WATER TANK

FFE: 2750.00

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

PROPOSED 20 FOOT

LOWER ACCESS ROAD

SEE DETAIL 'K9', SHEET C-501

FOR TYP. SECTION

PROPOSED 20 FOOT

UPPER ACCESS

ROAD EASEMENT

LIMITS OF CONSTRUCTION

EXISTING TANK EASEMENT

TO BE VACATED

EXISTING TANK

TO BE REMOVED

PROPOSED WATER

TANK EASEMENT

PROPOSED WATER

TANK EASEMENT

STAGING & STOCKPILE AREA

SIR MONTE DRIVE

EXISTING 12" WATER LINE

EXISTING 12" DRAIN LINE

TO BE REPLACED

EXISTING EASEMENT LINE

242.25' OF 18" SDR-18 C900 PVC

DRAIN PIPE @ -0.50%

18" PVC DRAIN PIPE TO

EXISTING DRAINAGE BOX

GRATE = 2713.29

INVERT IN = 2708.25'

15.50'x13.50'

CONCRETE WATER VAULT,

SEE DETAIL ON SHEET C-102

399' OF 14" SDR-18 C900 PVC PIPE

402' OF 16" SDR-18 C900 PVC PIPE

POWER CONDUIT TO

CONNECT TO EXISTING

SECONDARY BOX

6' DIA CONCRETE MANHOLE

GRATE = 2744.34

INVERT OUT = 2736.34

SEE DETAIL 'D1', SHEET C-501

203 LF (1) 2" CONDUIT W/ 4/0 TRIPLEX

(SECONDARY BOX TO METER PANEL)

OVERHEAD POWER LINES

EXISTING POWER CONDUIT

TO BE REMOVED

ST. GEORGE CITY WATER TANK

893 SIR MONTE DRIVE

ST. GEORGE, UTAH

KADE BRINGHURST, P.E.

435-627-4854

Feet 0 40 80

5' OF 18" D.I. OVERFLOW DRAIN PIPE

MEASURED FROM CENTER OF WALL,

SEE DETAIL 'A1', SHEET S-501

18" D.I. TO

18" PVC PIPE

WITH MJ CONNECTION

DOUBLE-SWING CHAIN LINK GATE

POWER METER & 100 AMP MAIN

W/ DISCONNECT MOUNTED ON

UNISTRUT TYPE PEDESTAL

CHAIN LINK FENCE,

SEE DETAIL 'G9', SHEET C-501

CHAIN LINK FENCE,

APPROXIMATE LOCATIONS SHOWN

FIELD VERIFY WITH CITY,

SEE DETAIL 'G9', SHEET C-501

402' 16" WATER LINE

400' 14" WATER LINE

400' (2) 2" PVC CONDUITS FOR POWER/SCADA

DRAINAGE SWALE,

GRADE TO DRAIN

CONCRETE HEADWALL

SEE DETAIL 'D9', SHEET C-501

122' of 18" SDR-18 C900 PVC PIPE @ -18.54%

176.77' of 18" SDR-18 C900 PVC PIPE @ -2.41%

EXISTING POWER

POLE W/ POLE MOUNT

TRANSFORMER

(PROTECT IN PLACE)

EXISTING 2" CONDUIT W/ 40/ WIRE

(POLE TO SECONDARY BOX)

(PROTECT IN PLACE)

16" BUTTERFLY VALVE

60' of 18" SDR-18 C900

PVC PIPE @ -2.11%

SCADA PANEL(S) BY OTHERS

4" FOUNDATION DRAIN PIPE,

GRADE TO DRAIN

4" FOUNDATION DRAIN PIPE,

TEE AND DRAIN TO MANHOLE

EXISTING ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

LOWER ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

UPPER ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

4" FOUNDATION DRAIN PIPE,

GRADE TO DRAIN

90° BEND

45° BEND

22.5° BEND

EXISTING FENCE

TO BE REMOVED

EXISTING PIPES

ABANDON IN PLACE

EXISTING VAULTS

PROTECT IN PLACE

EXISTING AC PIPE

PROTECT IN PLACE

EXISTING DRAIN PIPE

ABANDON IN PLACE

CONNECT NEW WATER LINES

TO EXISTING AC PIPE

51' OF 8" SDR-18 C900 TANK DRAIN PIPE @ 0.50%,

WITH WYE INTO 18" OVERFLOW DRAIN PIPE

11.25° BEND

16x8 TEE

5' OF 14" D.I. INLET PIPE

MEASURED FROM

CENTER OF WALL, SEE

DETAIL 'D9', SHEET S-5015' OF 16" D.I. OUTLET PIPE

MEASURED FROM

CENTER OF WALL, SEE

DETAIL 'D13', SHEET S-501

14" D.I. TO

14" PVC PIPE

WITH MJ CONNECTION

16" D.I. TO

16" PVC PIPE

WITH MJ CONNECTION

TURN UP AND CAP CONDUITS.

CONNECTION BY OTHERS

ROUTE CONDUIT TO

TRANSDUCER ENCLOSURE,

SEE DETAIL ON SHEET S-501

8" GATE VALVE

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

320.35'

25 27

30 27 35 27

40 27 45 27

50 27 55 27

70 27

220.00'

-3.0:1

-1 2.

-9.1:1

1:3

-2.7:1

-2 .0

.0 0'

17.50'

2743 27

60 27

50 2751

27182715

-3.0:1

-7.7%

.2 9'

-0.

-4.7%

-2.4%

TOW:2749.02

BOW:2743.34

TOW:2746.00

BOW:2743.34

TOW:2746.26

BOW:2743.34

-4.0:1 -1

0+00

1+00

2+00

3+00

4+00

5+00

6+00

150' DIA. WATER TANK

FFE: 2750.00

EXISTING GROUND

3:1

5.25%

FINISH GRADE

6' DIA CONCRETE MANHOLE

GRATE = 2744.34

FINISH GROUND = 2743.34

INVERT OUT = 2736.34

176.77' of 18" PVC PIPE @ -2.41%

FINISH GRADE

425' of 16" SDR-18 C900 PVC TANK OUTFLOW WATER LINE

425' of 14" SDR-18 C900 PVC TANK INFLOW WATER LINE

14" WATER INFLOW LINE

16" WATER OUTFLOW LINE

CONNECT WATER LINES

TO EXISTING 14" AC WATER MAIN

CONCRETE

WATER

VAULT

FINISH GRADE

122' of 18" PVC PIPE @ -18.54%

18" OVERFLOW DRAIN LINE

DRAIN PIPE

WITH 90° TURNDOWN

INVERT OUT = 2745.34

4" PERFORATED FOUNDATION

DRAIN, GRADE TO DRAIN,

SEE DETAIL 'K13', SHEET S-501

STRUCTURAL FILL UNDER SLAB REQUIRED.

FOOTINGS TO BE ESTABLISHED ON CLEAN

SANDSTONE BEDROCK.

SEE STRUCTURAL DRAWINGS

EXTEND EXCAVATION

A MAXIMUM OF 10'

FROM FOUNDATION

EDGE AS NEEDED

FOR CONSTRUCTION

C-102

M G

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1" =2

0' 4-

-2

WASHINGTON

. G

G O

150' DIA. WATER TANK

FF ELEV: 2750.00

EXISTING 12" WATER LINE

EXISTING 12" DRAIN LINE

TO BE REPLACED

EXISTING EASEMENT LINE

PROPOSED 30-FOOT

PIPELINE & LOWER

ACCESS ROAD EASEMENT

LIMITS OF

CONSTRUCTION

PROPOSED WATER

TANK EASEMENT

PROPOSED WATER

TANK EASEMENT

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

PROPOSED 20 FOOT

UPPER ACCESS

ROAD EASEMENT

16" WATER LINE

14" WATER LINE

CONDUITS FOR POWER/SCADA

122' of 18" SDR-18 C900 PVC PIPE @ -18.54%

176.77' of 18" SDR-18 C900 PVC PIPE @ -2.41%

242.25' OF 18" SDR-18 C900 PVC DRAIN PIPE @ -0.50%

18" PVC DRAIN PIPE TO

EXISTING DRAINAGE BOX

INVERT IN = 2708.25'

15.50'x13.50' CONCRETE WATER VAULT, SEE DETAIL 'A3', SHEET C-501

399' OF 14" SDR-18 C900

PVC PIPE

402 OF 16" SDR-18 C900

PVC PIPE

Feet 0 20 40

POWER CONDUIT TO

CONNECT TO EXISTING

SECONDARY BOX

6' DIA CONCRETE MANHOLE

GRATE = 2744.34

INVERT OUT = 2736.34

5' OF 18" D.I. PIPE

WRAPPED WITH V-BIO POLY

45' OF 18" SDR-18 C900 PVC

OVERFLOW DRAIN PIPE @ -2.00%

5' OF 18" D.I. OVERFLOW DRAIN PIPE

WRAPPED WITH V-BIO POLY

18" D.I. TO 18" PVC PIPE

WITH MJ CONNECTION

DOUBLE-SWING

CHAIN LINK GATE

DOUBLE-SWING

CHAIN LINK GATE

DOUBLE-SWING

CHAIN LINK GATE

DRAINAGE SWALE

AT TOP OF SLOPE,

GRADE TO DRAIN

DRAINAGE SWALE

AT TOE OF SLOPE,

GRADE TO DRAIN

DRAINAGE SWALE

AT TOE OF SLOPE,

GRADE TO DRAIN

DRAINAGE SWALE

AT TOP OF SLOPE,

GRADE TO DRAIN

CHAIN LINK FENCE,

SEE DETAIL 'G9', SHEET C-501

CHAIN LINK FENCE,

SEE DETAIL 'G9', SHEET C-501

CHAIN LINK FENCE,

SEE DETAIL 'G9', SHEET C-501

(1) 2" CONDUIT W/ 4/0 TRIPLEX

(SECONDARY BOX TO VAULT)

POWER METER & 100 AMP MAIN

W/ DISCONNECT MOUNTED ON

UNISTRUT TYPE PEDESTAL

CONNECT 8" TANK DRAIN PIPE TO 16" WATER

LINE 16x8 TEE AND 8" GATE VALVE

51' OF 8" SDR-18 C900 TANK DRAIN PIPE @ 0.50%,

WITH WYE INTO 18" OVERFLOW DRAIN PIPE

70' OF 8" SDR-18 C900 TANK DRAIN PIPE @ 1.71%,

WITH WYE INTO 18" OVERFLOW DRAIN PIPE

51' OF 18" SDR-18 C900 PVC

OVERFLOW DRAIN PIPE @ -2.00%

DRAINAGE SWALE

AT TOE OF SLOPE,

GRADE TO DRAIN

DRAINAGE SWALE

AT TOP OF SLOPE,

GRADE TO DRAIN

EXISTING ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

LOWER ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

UPPER ACCESS ROAD,

SEE DETAIL 'K9', SHEET C-501

4" FOUNDATION DRAIN PIPE,

GRADE TO DRAIN

4" FOUNDATION DRAIN PIPE,

TEE AND DRAIN TO MANHOLE

4" FOUNDATION DRAIN PIPE,

GRADE TO DRAIN

90° BEND

11.25° BEND

45° BEND

22.5° BEND

CONNECT NEW

WATER LINES

TO EXISTING

AC PIPE

16x8 TEE

CONNECT 8" TANK DRAIN PIPE

TO 16" WATER LINE

51' OF 8" SDR-18 C900 TANK DRAIN PIPE @ 0.50%,

WITH WYE INTO 18" OVERFLOW DRAIN PIPE

EQUIPMENT HATCH

16" BUTTERFLY VALVE

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

60 2765 27

70 2775 27

90 2795

2755 27

95 2800 28

74 27

75 27 76 27

-21.1%

271527

-7.7%

-0.3%

-4.7%

-2 .4

-10.2%

C-401

M G

O N

-0

_1 st nd rd

-ir

.c tb

-0

N S

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O N

F O

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O R

COUNTY

SHEET NO.

D W

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W G

O N

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.c om

Jo ne s

D eM ille E ng in ee rin g, In c.

E N

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

T N

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1" =4

0' 4-

-2

WASHINGTON

. G

G O

PROJECT INFORMATION

MC AREA

EXISTING TANK EASEMENT 14,445.87 SF / 0.33 AC

CONSTRUCTION LIMITS EASEMENT 212,337.19 SF / 4.87 AC

NEW TANK EASMENT 48,400 SF / 1.11 AC

PIPE LINE & LOWER ACCESS ROAD

EASEMENT

10,943.04 SF / 0.25 AC

UPPER ACCESS ROAD EASEMENT 9,796.12 SF / 0.22 AC

EARTHWORK CALCULATION OF TANK

EXCAVATION

35,209.38 SF / 0.81 AC

CUT / FILL 24,063.84 CY CUT / 1,850.78 CY FILL

150' DIA.WATER TANK

FFE: 2750.00

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF

CONSTRUCTION

LIMITS OF CONSTRUCTION

EXISTING TANK EASEMENT

TO BE VACATED

EXISTING TANK

TO BE REMOVED

PROPOSED WATER

TANK EASEMENT

PROPOSED WATER

TANK EASEMENT

STAGING & STOCKPILE AREA

WITH CONCRETE WASHOUT

SIR MONTE DRIVE

EXISTING EASEMENT LINE

OVERHEAD POWER LINES

ST. GEORGE CITY WATER TANK

893 SIR MONTE DRIVE

ST. GEORGE, UTAH

KADE BRINGHURST, P.E.

435-627-4854

Feet 0 40 80

DRAINAGE SWALE,

GRADE TO DRAIN

EXISTING FENCE

TO BE REMOVED

EXISTING PIPES

ABANDON IN PLACE

EXISTING VAULTS

PROTECT IN PLACE

SILT FENCE

NOTES

1. ALL EROSION CONTROL MEASURES PER ST. GEORGE CITY STANDARDS AND

APWA STANDARDS.

STABILIZED

CONSTRUCTION

ENTRANCE

STABILIZED

CONSTRUCTION

ENTRANCE

CONSTRUCTION PHASE SWPPP BEST MANAGEMENT PRACTICES

ITEM BMP LOCATION INSTALL PRECEDING REMOVE PROCEEDING

A BERMS AND TEMPORARY DIVERSION DITCHES PER CONTRACTOR SITE GRUBBING/DEMOLITION SITE IMPROVEMENTS COMPLETION

B DUST CONTROL PER CONTRACTOR SITE GRUBBING/DEMOLITION SITE IMPROVEMENTS COMPLETION

C PRESERVE NATURAL VEGETATION PER CONTRACTOR SITE GRUBBING/DEMOLITION N/A

D SILT FENCE AS SHOWN SITE GRUBBING/DEMOLITION FINAL STABILIZATION

E STABILIZED CONSTRUCTION ENTRANCE AS SHOWN SITE GRUBBING/DEMOLITION PERMANENT ACCESS CONSTRUCTION

F STRAW WATTLE FILTER BERM OR CHECK DAM PER CONTRACTOR/ AS SHOWN SITE GRUBBING/DEMOLITION FINAL STABILIZATION

G STORM DRAIN INLET PROTECTION AS SHOWN EXISTING INLETS - SITE GRUBBING/DEMOLITION

NEW INLETS - AFTER INSTALLATION FINAL STABILIZATION

H CONCRETE WASHOUT PER CONTRACTOR/ AS SHOWN SITE CONSTRUCTION SITE IMPROVEMENTS COMPLETION

I MATERIAL DELIVERY, STORAGE AND

CONTAINMENT PER CONTRACTOR SITE CONSTRUCTION SITE IMPROVEMENTS COMPLETION

J SOLID WASTE MANAGEMENT PER CONTRACTOR SITE CONSTRUCTION SITE IMPROVEMENTS COMPLETION

K TEMPORARY SANITATION FACILITIES PER CONTRACTOR SITE CONSTRUCTION SITE IMPROVEMENTS COMPLETION

L SEDIMENT TRACKING CLEANUP PER CONTRACTOR AS NECESSARY AS NECESSARY

M SPILL PREVENTION FOR FUELING AND

MAINTENANCE PER CONTRACTOR AS NECESSARY AS NECESSARY

N VEHICLE WASH DOWN PER CONTRACTOR AS NECESSARY AS NECESSARY

O PERMANENT SEEDING PER CONTRACTOR SITE IMPROVEMENTS COMPLETION N/A

INLET PROTECTION

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

PIPE

O.D. 1'

4' -0

" M

. F O

R F

O R

C E

MAXIMUM ALLOWABLE WATER

LEVEL DURING CONSTRUCTION

3/4" MINUS BEDDING MATERIAL

COMPACTED TO 96% IN 6" LIFTS.

WARNING TAPE

(2' ABOVE PIPE)

FULL DEPTH GRANULAR BORROW

BACKFILL COMPACTED TO 96%

SEE NOTE 4.

GROUND SURFACE

SHAPE AND GRADE EXISTING TANK ACCESS RD.

20.00' UPPER ROAD & 12.00' LOWER ROAD

2.00% SLOPE

4:1 SLOPE

3:1 SLOPE

EXISTING GROUND

6" COMPACTED ROAD BASE

3" CORNER POST

2" LINE POST

INSTALL EXTENSION ARMS &

3 STRANDS BARBED WIRE

4" GATE POST TOP RAIL

6' -0

2" MAX

12"

16'-0"±

(2) 8'-0" GATES)

10'-0"10'-0"10'-0"

12"8"12" 8"

TENSION WIRE,

7 GAUGE

2500 psi CONC., TYP.

3' -6

9 GAUGE CHAIN

LINK FABRIC, TYP.

SEE PLAN FOR LOCATIONS

GRANULAR BEDDING REQ'D (1/4" MIN TO

1" MAX. WELL GRADED AGGREGATE)

PRECAST CONCRETE BASE

6" M

PRECAST REINFORCED CONCRETE

MANHOLE SECTION WITH STEPS

RUBBER BOOT COUPLER

ALL MANHOLES SHALL BE WATERTIGHT

USE GASKET JOINTS. STEPS REQ'D 12" C.C.

GRADE RINGS AS REQ'D. JOINTS TO

BE SEALED WATERTIGHT

#4 MESH NONCORRODIBLE

SCREEN ON PIPE.

ATTACHED WITH SET

SCREW COLLAR.

FINISHED GRADE

12"

TYP

GRATE

FROM TANK

SLOPED TO DRAIN

18" PVC 90° TURNDOWN

18" PVC DRAIN LINE FROM TANK

TO STORM DRAIN

SLOPED TO DRAIN

18" PVC DRAIN LINE

FINISHED GRADE

CONCRETE HEADWALL

SEE DETAILS 'A1' & 'A5', THIS SHEET

8' -6

FROM FOUNDATION DRAIN

SLOPED TO DRAIN

4" FOUNDATION DRAIN LINE FROM TANK

NOTE:

1. SCH. 40 GALV. PIPE AND FITTINGS TO

MATCH AIR-VAC OR COMBINATION AIR

RELEASE VALVE SIZE. SEE PLAN AND

PROFILE SHEETS FOR LOCATION AND

SIZE.

2. RELATED SPEC SECTION 33 14 12.

3. TRACER WIRE TO BE BROUGHT UP

WITHIN 2 FEET OF LID.FULL BODY TAP SADDLE (PVC OR D.I. PIPE)

12" DEPTH CRUSHED ROCK OR OTHER

ACCEPTED FREE DRAINING MATERIAL

12" TYP

COMBINATION AIR RELEASE

VALVE REQUIRED

1/16" Ø WEEP HOLE REQ'D

THREADED UNION REQ'D

BALL VALVE

(MATCH VALVE SIZE)

6" TYP5'

-0

" M

1' -0

CONCRETE BOLLARD

EMBED IN CONCRETE

3' -0

BACKFILL LINE

36" Ø CORRUGATED HDPE BARREL

ATTACH PIPE TO STEEL POST

w/ STAINLESS WORM SCREW HOSE

CLAMP @ 3 PLACES

SCH 40 GALV. PIPING

(SIZE TO MATCH VALVE SIZE)

D&L A-1540 RING & LID COVER,

OR AN EQUAL

4" PILLOW INSULATION REQ'D

#14 MESH NON-CORRODIBLE

SCREEN PROTECTED BY #4

RODENT STAINLESS STEEL

SCREEN ATTACHED WITH

SET SCREW COLLAR

SCH 40 GALV PIPING w/ FITTINGS AS NECESSARY

EXISTING

GROUND

3' -0

LOOP TRACER WIRE

CONCRETE VAULT

15.50'

16" WATER LINE

14" WATER LINE

EXISTING 14" AC WATER LINE

TO TANK

FROM TANK

14"x10"x14" TEE

14" BUTTERFLY VALVE

14"x10"x14" TEE

10" ELECTRONIC ACTUATED

VALVE SINGER MODEL

106-2SC-PCO WITH SPI-MV

10" GATE VALVE

COMBINATION VALVE

2" COMBINATION VALVE

COMBINATION

VALVE RISER

COMBINATION

VALVE RISER

PLAN VIEW

ADJUSTABLE PIPE

STANDS, SEE NOTES

ADJUSTABLE PIPE

STANDS, SEE NOTES

16"x10"

REDUCER

14"x10"

REDUCER

10" SPOOL

14" SPOOL

ADJUSTABLE PIPE

STANDS, SEE NOTES

PROFILE VIEW

NOTES:

1. (3) ADJUSTABLE METAL PIPE SADDLE SUPPORTS, EVENLY SPACED, REQ'D. ON 16" PIPING.

2. (2) ADJUSTABLE METAL PIPE SADDLE SUPPORTS, EVENLY SPACED, REQ'D. ON 14" PIPING.

3. AFTER PLACEMENT OF VAULT IF WATER DOES NOT DRAIN TO DRAINS CUT HOLE IN

PRECAST BOX (AND PLACE GRATES) SUCH THAT PONDING DOES NOT OCCUR.

4. ALL MATERIALS IN CONTACT WITH WATER MUST BE NSF 61 COMPLIANT.

5. PAINT PIPING, FITTINGS, VALVES, AND APERTURES LOCATED INSIDE VAULT.

6. PROVIDE HAND WHEELS ON GATE VALVES LOCATED INSIDE VAULT.

(SEE PLAN VIEW FOR PIPING)

LOCATE LIFTING EYES

ABOVE ISOLATION VALVES

ADJUSTABLE PIPE

STANDS, SEE NOTES

GROUT OR

RUBBER BOOT

AROUND PIPE, TYP.

CRUSHED ROCK

CONCRETE VAULT,

SEE VAULT

STRUCTURAL DETAILS

HEAVY DUTY MANHOLE FRAME AND COVER

TYPICALLY VENTED UNLESS OTHERWISE

NOTED ON PLANS

D&L A 1180 OR

EQUAL LABELED AS

"WATER"

CONCRETE

COLLAR

SET FRAME FLUSH WITH FINISH

GRADE. GRADE RINGS AS NEEDED

STEPS @ 12" OC

3" DRAIN HOLES

W/ GRATE

EXISTING 14"

AC WATER LINE 14" & 16"

WATER LINE

2" CONDUIT

TO SECONDARY

POWER BOX,

SEE SITE PLAN

SHEET C-101

VAPOR PROOF

SEALED LED

LIGHTS

POWER

OUTLET

FAN

AIR VENT WITH COVER AND

#14 MESH NON-CORRODIBLE SCREEN

PROTECTED BY

#4 RODENT STAINLESS STEEL SCREEN

ATTACHED WITH SET SCREW COLLAR

SUMP

CONCRETE WALL

#5 @ 12" OC VERT REINF

#4 @ 12" OC VERT REINF

#4 @ 12" OC HORIZ REINF

# 5@ 12" OC LONG REINF

# 5@ 12" OC TRANS REINF

CONCRETE FOOTING

DOWEL TO MATCH VERT REINF

1.00' 7.00'

1.00'

4.0' 4.0'

6' OF 16" PVC PIPE

TO BEND

#4 MESH

NON CORRODIBLE

SCREEN ON PIPE.

NOTES:

1. SEE DETAIL A5, SHEET S-502 FOR

ADDITIONAL DETAILS.

135°

TO STORM DRAIN

SLOPED TO DRAIN

FROM TANK

SLOPED TO DRAIN

O W

CONCRETE

HEADWALL

CONCRETE FOOTING

C-501

M G

-0

_1 st nd rd

-ir

.c tb

##D

N S

N O

. B Y

O R

O N

F O

R A

O R

COUNTY

SHEET NO.

D W

G C

W G

O N

- M

N G

w .jo ne sa nd de m ille

.c om

Jo ne s

D eM ille E ng in ee rin g, In c.

E N

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

T N

U M

E C

R _D

SCALE

K5 TRENCH DETAIL

SCALE

K9 TYPICAL ROAD SECTION

SCALE

D13

SCALE

WASHINGTON

. G

G O

CHAIN LINK FENCE DETAIL

6' DIA. CONCRETE MANHOLE TANK DRAIN DETAIL AIR VAC DETAIL

CONCRETE HEADWALL DETAIL CONCRETE WATER VAULT DETAIL

NTS

NTS NTS

NTS

NTSNTS

CONCRETE HEADWALL DETAIL

AIR VENT WITH COVER AND

#14 MESH NON-CORRODIBLE SCREEN

PROTECTED BY

#4 RODENT STAINLESS STEEL SCREEN

ATTACHED WITH SET SCREW COLLAR

PROFESSIONA L ENGINEER

STATE OF UTAH

No. 12440204

CHAD

S-101

PIPE FOOTING

475'-0" LONG x 9" WIDE CONTINUOUS

RIBBED PVC. WATER STOP,

(GREENSTREAK MODEL #646 OR

EQUAL) RATED FOR 125' OF PRESSURE

HEAD MINIMUM. PROVIDE WELDED

BUTT JOINT AT ENDS. PLACE AT WALL

CENTER & PROVIDE 3" MIN.

EMBEDMENT INTO FOOTING.

O .D

2" W

25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0"

D CE

G A

BOF ELEV = 2749.40

BOF ELEV = 2749.07 BOF ELEV = 2749.19

CS-1

CF-2 CF-2

CF-2CF-2

CF-1CW-1

150' - 0"

BOF ELEV = 2749.40

CC-1 CC-1

CC-1CC-1

0°

FOUNDATION DRAIN PER

TYPICAL STRUCTURAL DETAIL

CF-2

BOF ELEV = 2749.19

CC-1

CF-2

BOF ELEV = 2749.25

CC-1

CF-2

BOF ELEV = 2749.19

CC-1

CF-2

BOF ELEV = 2749.19

CC-1

CF-2

BOF ELEV = 2749.50

CC-1

CF-2

BOF ELEV = 2749.19

CC-1

CF-2

BOF ELEV = 2749.25

CC-1

CF-2

BOF ELEV = 2749.50

CC-1

CF-2

BOF ELEV = 2749.75

CC-1

CF-2

BOF ELEV = 2749.45

CC-1

CF-2

BOF ELEV = 2749.22

CC-1

CF-2

BOF ELEV = 2749.11

CC-1

CF-2

BOF ELEV = 2749.19

CC-1

CF-2

BOF ELEV = 2748.77

CC-1

CF-2

BOF ELEV = 2748.93

CC-1

CF-2

BOF ELEV = 2749.02

CC-1

CF-2

BOF ELEV = 2749.05

CC-1

8°

MANWAY

DOOR

S-501 D5

236°

INLET

PIPE FOOTING

OULET

S-501

OVERFLOW

ACCESS LADDER

10" DIA. ROOF VENT

SEE DETAIL

10" DIA. ROOF VENT

SEE DETAIL

10" DIA. ROOF VENT

SEE DETAIL

10" DIA. ROOF VENT

SEE DETAIL

S-101

CONCRETE WALL

ROOF DROP

PANEL

150' - 0"

O D

D CE

G A

BOP ELEV = 2770.50 BOP ELEV = 2770.50

CS-2

TYP

5' - 0" SQUARE

25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 25' - 0"

0°

BOP ELEV = 2770.00

BOP ELEV = 2770.00 BOP ELEV = 2770.00 BOP ELEV = 2770.00

BOP ELEV = 2770.50 BOP ELEV = 2771.00

BOP ELEV = 2770.00 BOP ELEV = 2770.00

BOP ELEV = 2770.50

BOP ELEV = 2770.00 BOP ELEV = 2770.50

BOP ELEV = 2770.00

BOP ELEV = 2770.00 BOP ELEV = 2770.00 BOP ELEV = 2770.00

BOP ELEV = 2770.50

CC-1 CC-1

CC-1CC-1

CC-1 CC-1 CC-1

CC-1 CC-1 CC-1 CC-1 CC-1

CC-1CC-1CC-1

CC-1 CC-1 CC-1

EQUIPMENT

HATCH

S-501 G1

S-501

PRESSURE TRANSDUCER

ENCLOSURE

ACCESS HATCH

S-501 G1

FOOTINGS TO BE ESTABLISHED ON

CLEAN SANDSTONE BEDROCK

FINISHED GRADE

SEE CIVIL SHEETS

NOTE:

CAST-IN-PLACE ROOF SHOWN

REINFORCING STEEL NOT SHOWN

ROOF VENTS NOT SHOWN.

FOUNDATION DRAIN NOT SHOWN.

WALL

1' - 2"

150' - 0" I.D. WALL

1' - 2"

152' - 4" O.D.

CONCRETE

FOOTING

CAST-IN-PLACE

CONCRETE

ROOF SLAB

CONCRETE

FLOOR SLAB

ROOF DROP PANEL

CONCRETE FOOTING

CONCRETE WALL

ELEV = 2772.27

OVERFLOW ELEV = 2769.00

1'-0" FREEBOARD

D CEG A

CONCRETE COLUMN

CONCRETE FOOTING

SLOPE

S-101 G13

ELEV = 2770.75

FINISHED GRADE

SEE CIVIL SHEETS

CONCRETE WALL

S-101 A1

ELEV = 2750.00

SLOPE

UNTREATED BASE COURSE, ST GEORGE

CITY SPEC ROADBASE IS SUITABLE

CONCRETE FOOTING

LONG REINF FOOTING WIDTH

9" WATERSTOP, SET ON TOP OF

FOOTING REINF. (NOT REQ'D TO

BE CENTERED @ JOINT)

NO KEY REQ'D. ROUGHEN SURFACE;

1/4" MIN. AMPLITUDE REQ'D

BEND FLOOR REINF AT

FTG. AS REQ'D

CONCRETE FOOTING

TRANS REINF

#6 HOOK @ 6" OC EF

CONCRETE WALL

CONCRETE WALL VERT REINF

4' -0

1'-2"

EXTEND SLAB REINF TO

EDGE OF FOOTING

ROOF SLAB REINFORCEMENT

NOT SHOWN

CONCRETE WALL HORIZ REINF

S-501 A13

SLOPE FROM

TANK CENTER

CONCRETE ROOF SLAB

TOP MAT REINF

CHAMFER EDGE ON

DROP PANEL.

CONCRETE ROOF

SLAB BOT MAT REINF

ROOF DROP PANEL

DOWELS TO MATCH

CONCRETE COLUMN VERTICAL

REINF, PLACED RADIALLY

(8) ADDITIONAL #5 12'-0" LONG

EACH WAY CENTERED AT COLUMN

CONCRETE COLUMN

CONCRETE COLUMN VERT REINF

CONCRETE COLUMN TIES

1 1/2 EXTRA TURNS OF SPIRAL

BAR @ EACH END

DOWELS TO MATCH CONCRETE

COLUMN VERTICAL REINF

CONCRETE FOOTING REINF

CONCRETE FLOOR SLAB REINF

NOTE:

ORIENT ROOF AND FLOOR BARS TO BE PARALLEL

TO COLUMN CENTERLINES.

SEE STRUCTURAL SCHEDULES FOR ADDITIONAL

THICKNESS AND REINFORCEMENT REQUIREMENTS

SEE EARTHWORK NOTES FOR FOOTING AND SLAB

PREPARATION

4' -0

4'-0"

1'-0"

6' -0

CONCRETE FLOOR SLAB

FOOTING WIDTH

2" CLR TYP

SEE WATER TANK ROOF PLAN

DROP PANEL WIDTH

6" M

DESIGN CRITERIA

BUILDING CODE: 2021 IBC, ACI 318-19, ACI 350-20

CLASSIFICATION: RISK CATEGORY IV

LIVE LOADING

ROOF: 20 PSF

DEAD LOADING

ROOF: 112.5 PSF

SNOW LOADING (BASED ON 2018 UTAH GROUND SNOW LOAD MAP)

ELEVATION: 2,700 FT (APPROX.)

GROUND SNOW LOAD: Pg = 21 PSF EXPOSURE FACTOR: Ce = 0.9 SNOW IMPORTANCE FACTOR: Is = 1.2 THERMAL FACTOR: Ct = 1.0 CALCULATED SNOW LOAD: Pf = 15.875 PSF DESIGN SNOW LOAD: Pf = 24 PSF SLOPE FACTOR: Cs = 1.0

SEISMIC LOADING

LOCATION: 37.06553° LAT., -113.60152° LON.

SEISMIC IMPORTANCE FACTOR: Ie = 1.5 MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.500g S1 = 0.163g

SITE CLASS: B

SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.333g SD1 = 0.109g

SEISMIC DESIGN CATEGORY: B

SOILS

SOIL BEARING PRESSURE: 5,000 PSF

PROJECT GEOTECHNICAL INVESTIGATION: LANDMARK ENGINEERING

PROJECT NO. 230029 EARTHWORK

10.

11.

12.

13.

ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES,

FILLS, AND BACK FILLS, ETC.

SHORE AND BRACE AS REQUIRED.

DE-WATER AS REQUIRED TO REMOVE STANDING WATER FROM

EXCAVATIONS.

FOUNDATIONS ARE SHOWN AND DIMENSIONED AS BEING FORMED. INCREASE

FOOTING WIDTHS BY 2" FOR FOOTINGS PLACED IN NEAT EXCAVATIONS.

CLEAN ALL DEBRIS FROM EXCAVATIONS.

NOTIFY ENGINEER 48 HOURS IN ADVANCE OF PLACING CONCRETE.

PROVIDE 12" MINIMUM FOOTING EMBEDMENT FROM FINISH GRADE FOR

FROST PROTECTION AT EXTERIOR FOOTINGS.

EXCAVATE SANDSTONE BEDROCK FOR FOOTINGS TO BEAR DIRECTLY ON.

FOOTING BEARING SURFACE SHOULD BE RELATIVELY SMOOTH, WITH

FRACTURED AND JAGGED UNDULATION BEING REMOVED. FILL VOIDS WITH

LEAN CONCRETE FILL. ANY VOIDS LARGER THAN 3" IN WIDTH AND 18" IN

DEPTH SHOULD BE FILLED WITH CEMENTITIOUS GROUT. GEOTECHNICAL

ENGINEER SHALL OBSERVE EXCAVATION PRIOR TO STRUCTURE PLACEMENT.

PROVIDE AT LEAST 4" OF UNTREATED BASE COURSE BENEATH FLOOR SLABS.

BACKFILL WALLS WITH ENGINEERED FILL.

ENGINEERED FILL USED FOR BACKFILL OF WALLS:

WELL-GRADED

NON-EXPANSIVE

MAXIMUM PARTICLE SIZE: 1-1/2"

FREE OF ORGANICS AND ALL DELETERIOUS MATERIALS

PERCENT PASSING NO. 200 SIEVE: 10% MAX

PLASTICITY INDEX: 9 OR LESS

COMPACT FILL AGAINST WALLS TO 95% OF MAXIMUM DRY DENSITY

DETERMINED BY ASTM D1557 WITH 2% OF OPTIMUM MOISTURE CONTENT.

PLACE ENGINEERED FILL IN MAXIMUM EIGHT-INCH THICK LOOSE LIFTS TO

ACHIEVE ADEQUATE COMPACTION.

ABBREVIATIONS

ADDNL ADDITIONAL

APPROX APPROXIMATE

ARCH ARCHITECTURAL

BLDG BUILDING

BLKG BLOCKING

BN BOUNDARY NAILING

BOP BOTTOM OF PANEL

BRG BEARING

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

CONC CONCRETE

CONT CONTINUOUS

CTR CENTER

CTRD CENTERED

DBL DOUBLE

DF DOUGLAS FIR

DIA DIAMETER

EF EACH FACE

ELEV ELEVATION

EN EDGE NAILING

EW EACH WAY

EXIST EXISTING

FN FIELD NAILING

FND FOUNDATION

FT(') FOOT/FEET

FTG FOOTING

GA GAUGE

GYP BD GYPSUM BOARD

HORIZ HORIZONTAL

HSS HOLLOW STEEL SECTION

IN (") INCH

K KING STUD

LAT LATITUDE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LVL LAMINATED VENEER

LUMBER

MECH MECHANICAL

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

PAF POWDER ACTUATED

FASTENER

PERP PERPENDICULAR

PL PLATE

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

PSL PARALLAM BEAM

REINF REINFORCING

REQ'D REQUIRED

SIM SIMILAR

STRUC STRUCTURAL

T TRIMMER

TOF TOP OF FOOTING

TOS TOP OF SLAB

TOW TOP OF WALL

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED

OTHERWISE

VERT VERTICAL

QA PLAN

QUALITY ASSURANCE AGENCY (QAA) REQUIREMENTS:

THE OWNER OR REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE

CHARGE ACTING AS THE OWNER'S AGENT SHALL ENGAGE A QUALIFIED

QUALITY ASSURANCE AGENCY TO PROVIDE ALL SPECIAL INSPECTION AND

QUALITY ASSURANCE TESTING FOR THE PROJECT. ALL QUALITY ASSURANCE

PERSONNEL ASSIGNED TO THE PROJECT SHALL PROVIDE WRITTEN

DOCUMENTATION TO THE BUILDING OFFICIAL DEMONSTRATING HIS OR HER

COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING.

PRIOR TO CONSTRUCTION, THE QAA SHALL PREPARE A WRITTEN QUALITY

ASSURANCE IMPLEMENTATION PLAN FOR THE PROJECT. THE PLAN SHALL

INCLUDE A LIST OF PERSONNEL ASSIGNED TO THE PROJECT INCLUDING

MANAGEMENT PERSONNEL, INSPECTION PROCEDURES AND FREQUENCY,

PROPOSED TESTING METHODS AND FREQUENCY OF TESTING, AND

REPORTING PROCEDURES. THE PLAN SHALL ALSO OUTLINE METHODS OF

DOCUMENTING DEFICIENCIES AND REPORTING CORRECTIONS. A COPY OF

THE PLAN SHALL BE GIVEN TO THE CONTRACTOR FOR REVIEW AND

COORDINATION WITH SUBCONTRACTORS.

THE SPECIAL INSPECTOR SHALL INSPECT THE WORK PER CHAPTER 17 OF

THE IBC FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS. THE

SPECIAL INSPECTOR SHALL SEND REPORT TO THE OWNER, BUILDING

OFFICIAL, ENGINEER, AND CONTRACTOR. ALL NOTED DEFICIENCIES SHALL

BE NOTED IN THE REPORT AND SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE CONTRACTOR FOR CORRECTION. THE QAA SHALL

SUBMIT A FINAL SIGNED REPORT STATING THAT THE SPECIAL INSPECTION

WORK WAS, TO THE BEST OF THEIR KNOWLEDGE, IN CONFORMANCE WITH

THE PLANS, SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS

OF THE IBC.

CONTRACTOR IS ADVISED THAT ADDITIONAL SPECIAL INSPECTIONS AND

TESTING MAY BE REQUIRED BY THE AUTHORITY HAVING JURISDICTION.

SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED FOR THE

FOLLOWING ITEMS PER IBC 1704 AND 1707.

1. SOILS: SITE SOIL CONDITIONS, FILL PLACEMENT AND LOAD-BEARING

REQUIREMENTS SHALL BE INSPECTED AS REQUIRED BY IBC 1705.6, THE

APPROVED GEOTECHNICAL REPORT, AND THE CONSTRUCTION DOCUMENTS

PREPARED BY THE REGISTERED DESIGN PROFESSIONALS. SPECIAL INSPECTION

OF SOILS SHALL INCLUDE THE FOLLOWING:

VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

SOILS SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION DURING

PLACEMENT OF MATERIALS TO VERIFY PROPER MATERIALS, DENSITIES,

AND LIFT THICKNESS.

2. CONCRETE AND EMBEDDED ITEMS IN CONCRETE SHALL BE SPECIAL

INSPECTED PRIOR TO AND DURING PLACEMENT OF CONCRETE. SPECIAL

INSPECTION OF CONCRETE SHALL INCLUDE THE FOLLOWING:

REINFORCING STEEL GRADE, SIZE AND PLACEMENT.

SURFACE PREPARATION AT COLD JOINTS INCLUDING PLACEMENT OF

KEYWAYS.

BOLT AND EMBED SIZE, CONFIGURATION AND PLACEMENT.

CONCRETE SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION DURING

PLACEMENT, AND PERIODIC INSPECTION AFTER PLACEMENT TO

ENSURE PROPER CURING AND WEATHER PROTECTION PROCEDURES.

3. POST-INSTALLED ANCHORS, INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS AND REBAR DOWELS, AND LOW VELOCITY

FASTENERS, SHALL RECEIVE SPECIAL INSPECTION PER THE CODE EVALUATION

REPORTS FOR THE ANCHORS.

CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING THE

INSTALLATION OF ALL ADHESIVE ANCHORS AND REBAR DOWELS.

SPECIAL INSPECTOR SHALL VERIFY THE FOLLOWING:

ANCHOR SIZE AND STEEL GRADE.

HOLE DIAMETER, LOCATION AND TYPE OF DRILL BIT.

CLEANLINESS OF HOLE AND ANCHOR.

ADHESIVE APPLICATION.

ANCHOR EMBEDMENT.

STRUCTURAL TESTING: THE FOLLOWING MATERIALS SHALL BE TESTED PER IBC

1705. THE OWNER RESERVES THE RIGHT TO TEST ANY AND ALL MATERIALS

USING ANY APPROPRIATE NON-DESTRUCTIVE PROCEDURE. ANY ITEMS FOUND TO

BE DEFICIENT SHALL BE CORRECTED AND RETESTED AT NO ADDITIONAL COST TO

THE OWNER.

EARTHWORK: ALL COMPACTED STRUCTURAL FILL SHALL BE TESTED

TO VERIFY SOIL GRADATION, LIFT THICKNESS, AND COMPACTION

REQUIREMENTS. SEE THE PROJECT SPECIFICATIONS FOR TESTING

FREQUENCY AND ACCEPTABILITY CRITERIA.

CONCRETE STRENGTH VERIFICATION AND TESTING. ALL CONCRETE

SHALL BE TESTED TO VERIFY STRENGTH, SLUMP, UNIT WEIGHT, AIR

CONTENT, AND TEMPERATURE. SEE THE PROJECT SPECIFICATIONS

FOR TESTING CRITERIA, TESTING FREQUENCY AND ACCEPTABILITY

CRITERIA.

SPLICE LENGTH (IN.) FOR F'c = 5,000 PSI

LOCATION

REINFORCEMENT SIZE

#11

TOP

OTHER

#10

CONCRETE REINFORCEMENT

LAP SPLICES

TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE

BASED ON ACI 318-19, SECTIONS 25.4.2 AND 25.5.2 RESPECTIVELY.

TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE

REINFORCEMENT AND CONCRETE COVER MEETING MINIMUM CODE

REQUIREMENTS.

LAP SPLICE LENGTHS SHOWN ARE FOR CLASS B AND CASE 1.

TOP REINFORCEMENT IS HORIZONTAL REINFORCEMENT THAT HAS MORE

THAN TWELVE INCHES OF FRESH CONCRETE CAST BELOW IT. THIS

INCLUDES HORIZONTAL REINFORCEMENT IN WALLS. ALL VERTICAL BARS

ARE CONSIDERED AS "OTHER".

FOR LIGHTWEIGHT CONCRETE AGGREGATE CONCRETE, MULTIPLY

TABUL…

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