3-2508-062 Duchesne Fair Grounds - North Restrooms Drawings 2026.03.26.pdf

DUCHESNE COUNTY

FAIRGROUNDS NORTH RESTROOM BUILDING

DRAWINGS

MARCH 26, 2026

FOR BIDDING ONLY

Project #: (2508-062)

03/25/26

230 NORTH 1680 EAST, BUILDING V

ST GEORGE, UT 84790

(435).674.4800

1535 SOUTH 100 WEST

RICHFIELD, UT 84701

(435).896.8266

46 NORTH 200 EAST

ST GEORGE, UT 84770

(435).628.5969

SHEET NO. |PROJECT NO. |

ARCHITECT & CONSULTANTS

SHEET INDEXCODE REVIEW & DESIGN CRITERIA

PLUMBING FIXTURE COUNT

DEFERRED SUBMITTALS

CODE REQUIREMENT ACTUAL BUILDING DESIGNCODE ITEM -

REFERENCE

Is su e D at e:

SYMBOLS

ROOM NUMBER

DOOR NUMBER

EXTERIOR ELEVATION

WALL SECTION

BUILDING SECTION

WALL TAG

DETAIL NUMBER

TYPE

INSULATION

HEIGHT OFtda

FIRE RATING

WALLWALL1si

SHEET NUMBER

DETAIL

SHEET NUMBER

SHEET NUMBER

DETAIL NUMBER

SECTION NUMBER

000 WINDOW NUMBER

KEYNOTE0000 VIEW NUMBER

SHEET NUMBER

0' - 0" C-0

CEILING TYPE

CEILING HEIGHT

CEILING TAG

0 GRIDLINE

LEVEL ELEVATION

SPOT ELEVATION

VICINITY MAP

INTERIOR ELEVATION

VIEW NUMBER

SHEET NUMBER

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2508-062 G-001

DUCHESNE COUNTY

NORTH RESTROOM

60 W 400 S ST., DUCHESNE, UT 84021

### OCCUPANTS

Occupancy - Chapter 3 U U

Construction Type - Section 602 5B 5B

Allowable Floor Area - Table 506.2 5,500 SQ. FT. 960 SQ. FT.

Allowable Area Increase - Section 506 N/A N/A

Allowable Height - Tables 504.3 & 504.4 1 STORY, 40' - 0" 1 STORY, 16' - 1 1/2"

Allowable Height Increase - Section 504 N/A

Roof Covering - Section 1505 CLASS "C" FIRE RESISTANCE CLASS "C" FIRE RESISTANCE

Draft Stops - Section 717

N/A

Egress Width - Section 1005

Restroom Accesibility ANSI A117.1-2017

Accesible Entrance - Section 1105.1 At least 60% but not less than 1

PRE-ENGINEERD TRUSSES

3/24/2026

SHEET # DESCRIPTION

1-GENERAL

G-001 TITLE SHEET

2-CIVIL

C-001 CIVIL TITLE SHEET & LEGEND

C-002 SHEET SPECS

C-100 SITE & GRADING PLAN

C-101 UTILITY PLAN

C-102 ADA SCHEMATIC

C-501 DETAILS

3-STRUCTURAL

S-001 STRUCTURAL NOTES

S-101 STRUCTURAL PLANS, DETAILS, & SCHEDULES

S-701 TYPICAL STRUCTURAL DETAILS

4-ARCHITECTURAL

A-001 ACCESSIBILITY REQUIREMENTS

A-002 ACCESSIBILITY REQUIREMENTS

A-003 ACCESSIBILITY REQUIREMENTS

A-101 FLOOR PLAN

A-111 ROOF PLAN

A-120 REFLECTED CEILING PLAN

A-201 EXTERIOR ELEVATIONS

A-202 EXTERIOR ELEVATIONS

A-301 BUILDING SECTIONS

A-601 ARCHITECTURAL SCHEDULES

A-602 ROOM FINISH SCHEDULE & INTERIOR ELEVATIONS

5-MECHANICAL

M-001 MECHANICAL TITLE SHEET

M-101 LEVEL 1 MECHANICAL PLAN

M-102 ROOF RIDGE MECHANICAL PLAN

M-501 MECHANICAL DIAGRAMS

M-601 MECHANICAL SCHEDULES

M-701 MECHANICAL SPECIFICATIONS

6-PLUMBING

P-001 PLUMBING TITLE SHEET

P-101 LEVEL 1 PLUMBING PLAN

P-501 PLUMBING DIAGRAMS

P-601 PLUMBING SCHEDULES

P-701 PLUMBING SPECIFICATIONS

7-ELECTRICAL

E-001 ELECTRICAL TITLE SHEET

E-002 LEVEL 1 ELECTRICAL SITE PLAN

E-101 LEVEL 1 ELECTRICAL PLAN

E-501 ELECTRICAL DIAGRAMS

E-601 ELECTRICAL SCHEDULES

E-602 ELECTRICAL SCHEDULES

E-701 ELECTRICAL SPECIFICATIONS

WATER CLOSETS

MEN: XXX OCC. (1/150) = X

WOMEN: XXX OCC. (1/75) = X

LAVATORIES

MEN'S LAVATORIES

WOMEN'S LAVATORIES

DRINKING FOUNTAINS

1/1000, 2 REQUIRED

SERVICE SINK

SERVICE SINKS

PROVIDED

MEN: XX WATER CLOSETS, XX URINALS

WOMEN: XX WATER CLOSETS

MEN'S LAVATORIES - PROVIDED

WOMEN'S LAVATORIES - PROVIDED DRINKING FOUNTAINS -

PROVIDED SERVICE SINKS - PROVIDED

UNISEX: XX WATER CLOSETS UNISEX LAVATORIES - PROVIDED

THE 2021 EDITION OF THE IBC, IECC, IPC, IMC AND THE 2023 EDITION OF THE NEC ANSI A117

REQUIRED

PROJECT LOCATION

ES-101

M-102 ROOF RIDGE MECHANICAL PLAN

M-501 MECHANICAL DIAGRAMS

M-601 MECHANICAL SCHEDULES

M-701 MECHANICAL SPECIFICATIONS

6-PLUMBING

P-001 PLUMBING TITLE SHEET

P-101 LEVEL 1 PLUMBING PLAN

P-501 PLUMBING DIAGRAMS

P-601 PLUMBING SCHEDULES

P-701 PLUMBING SPECIFICATIONS

7-ELECTRICAL

E-001 ELECTRICAL TITLE SHEET

E-002 LEVEL 1 ELECTRICAL SITE PLAN

E-101 LEVEL 1 ELECTRICAL PLAN

E-501 ELECTRICAL DIAGRAMS

E-601 ELECTRICAL SCHEDULES

E-602 ELECTRICAL SCHEDULES

E-701 ELECTRICAL SPECIFICATIONS

ES-101

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SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

TITLE AND LEGEND

C-001

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

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GENERAL NOTES

1. INFORMATION SHOWN FOR EXISTING UTILITIES IS BASED ON BEST AVAILABLE INFORMATION AND IS ACCORDING TO RECORDS SUPPLIED TO ENGINEER, HOWEVER ACCURACY

OF THIS INFORMATION CANNOT BE GUARANTEED. CONTRACTOR SHALL ACCEPT SITE AS IS, AND SHALL ASSUME ALL LIABILITY FOR FINAL LOCATION AND PRESERVATION OF ALL

UTILITIES.

2. WHEN AN EXISTING WATER LINE IS TO BE ABANDONED, COMPLETELY DISCONNECT FROM ANY PIPING THAT REMAINS PART OF THE WATER SYSTEM. VALVE BOXES ON ABANDONED WATER LINES SHALL BE FULLY REMOVED. WHERE WATERLINES ARE TO BE ABANDONED, CAP AND INSTALL THRUST BLOCK AT MAINLINE, VERIFY PROCEDURES

WITH OPERATOR.

3. WHEN NEW VALVES ARE INSTALLED ON WATER MAIN LINES, VALVES ARE TO BE LOCATED IMMEDIATELY ADJACENT TO CONNECTING FITTINGS.

4. CONTRACTOR IS REQUIRED TO OBTAIN ALL CONSTRUCTION AND ENCROACHMENT PERMITS NECESSARY FOR THE WORK. CONTRACTOR SHALL OBTAIN DUCHESNE COUNTY

APPROVED PERMISSION FOR TAPPING OF EXISTING WATER AND SEWER MAINS.

5. WHERE WATER LINE CROSSES OVER THE TOP OF A SEWER LINE A VERTICAL SEPARATION OF 18" SHALL BE MAINTAINED AND NO JOINTS IN PIPE ARE ALLOWED ON WATER LINES

WITHIN 10 FEET EACH SIDE OF CROSSING.

6. WHERE CULINARY WATERLINE PARALLELS SEWER LINE, A HORIZONTAL SEPARATION OF AT LEAST 10 FEET MUST BE MAINTAINED.

7. 24 HR. WRITTEN NOTICE MUST BE PROVIDED TO ALL HOME OWNERS AND BUSINESSES BEFORE ANY WATER SHUT OFFS. CONTRACTOR TO COORDINATE WITH DUCHESNE COUNTY REGARDING WATER SHUTOFF WITH AT LEAST THREE (3) DAYS ADVANCE NOTICE TO ISOLATE LINES...

8. ALL IMPROVEMENTS AND MATERIALS SHALL BE IN ACCORDANCE WITH RICHFIELD CITY CONSTRUCTION STANDARDS AND SPECIFICATIONS.

9. COORDINATE SITE IMPROVEMENTS WITH ARCHITECTURAL DRAWINGS.

10.FOLLOW RECOMMENDATIONS OF GEOTECHNICAL EVALUATION REPORT.

11.COMPACT GRANULAR BORROW AND UNTREATED BASE COURSE TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY DETERMINED BY ASTM D1557. MAINTAIN MOISTURE

CONTENT WITHIN 2 PERCENT OF OPTIMUM UNLESS OTHERWISE NOTED.

12.GRANULAR BORROW SHALL BE AASHTO M145 A-1-A OR A-1-B MATERIAL WITH 4 INCH MAXIMUM GRADATION.

13.UNTREATED BASE COURSE SHALL BE CRUSHED ROCK WITH 1 INCH MAXIMUM GRADATION AND MEET UTAH DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATION.

14.USE CONCRETE WITH 3.5 INCH MAXIMUM SLUMP, 5 TO 7 PERCENT AIR CONTENT, AND 4,000 PSI MINIMUM COMPRESSIVE STRENGTH.

CONCRETE SLAB-ON-GRADE JOINTS

1. PROVIDE CONTROL JOINTS IN ALL REINFORCED AND UNREINFORCED SLABS-ON-GRADE ACCORDING TO TYPICAL CONCRETE JOINTS DETAIL.

2. CONTROL JOINTS MAY BE TOOLED INTO FRESH CONCRETE OR SAWED INTO HARDENED CONCRETE PER CONTRACTOR'S PREFERENCE.

3. SAW-CUTTING SHALL TAKE PLACE AS SOON AS POSSIBLE AFTER PLACEMENT, BEFORE SHRINKAGE CRACKS CAN DEVELOP.

4. PLACE CONTROL JOINTS TO PRODUCE PANELS THAT ARE AS SQUARE AS POSSIBLE AND NEVER EXCEEDING A LENGTH-TO-WIDTH RATIO OF 1.5 TO 1.

5. PLACE CONTROL JOINTS AT ALL ABRUPT CHANGES IN GEOMETRY.

6. AVOID WEDGE-SHAPED PANELS WITH INTERIOR ANGLES LESS THAN 45 DEGREES.

7. AVOID "T" SHAPED JOINTS.

8. CONTROL JOINTS SHALL BE ESTABLISHED TO A DEPTH OF ¼ THE SLAB THICKNESS.

9. MAXIMUM CONTROL JOINT SPACING SHALL CONFORM TO TABLE “MAXIMUM CONTROL JOINT SPACING”.

10. WHERE TWO REINFORCED SLABS ABUT, OR WHERE ONE REINFORCED SLAB IS DIVIDED INTO MULTIPLE POURS, PROVIDE PLATE DOWELS AT COLD JOINT PER TYPICAL

CONCRETE JOINTS DETAIL.

11. IF CONTROL JOINT LAYOUT VIOLATES THESE REQUIREMENTS, EVEN IF NO CRACKING IS VISIBLE, OWNER MAY REJECT WORK.

12. PROVIDE EXPANSION JOINTS BETWEEN REINFORCED SLABS AND UNREINFORCED SLABS (E.G. BETWEEN REINFORCED DRIVEWAY AND UNREINFORCED SIDEWALK).

13. PROVIDE EXPANSION JOINTS EVERY 25' IN UNREINFORCED SLABS (E.G. SIDEWALKS).

14. PROVIDE EXPANSION JOINTS AT BUILDING CORNERS IN BOTH DIRECTIONS IN SIDEWALKS TOUCHING BUILDING.

MAXIMUM CONTROL JOINT SPACING

SLAB THICKNESS, IN.

MAXIMUM JOINT SPACING, FT.

UNREINFORCED REINFORCED

EROSION & SEDIMENT CONTROL NOTES:

1. PROVIDE ADEQUATE WATER SUPPLY FOR DUST CONTROL AT ALL TIMES.

2. INSTALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO STARTING ANY EARTH DISTURBING ACTIVITIES. RELOCATE SEDIMENT CONTROL MEASURES AS REQUIRED

DURING CONSTRUCTION.

3. INSPECT AND MAINTAIN EROSION AND SEDIMENT CONTROL MEASURES AT LEAST WEEKLY AND FOLLOWING ANY STORM EVENT.

4. REMOVE ACCUMULATED SEDIMENT AS NECESSARY FOR EROSION AND SEDIMENT CONTROL MEASURES TO CONTINUE TO FUNCTION PROPERLY

5. REPAIR AND CORRECT ANY BMP PROBLEM AREAS OR MEASURES WHICH ARE NOT FUNCTIONING.

6. USE ONLY ONE CONSTRUCTION ENTRANCE TO SITE. DAILY REMOVED SOIL TRACKED ONTO EXISTING PAVEMENTS.

7. KEEP EROSION AND SEDIMENT CONTROL MEASURES IN PLACE UNTIL AT LEAST 75 PERCENT OF SITE HAS BEEN FULLY DEVELOPED.

SITE UTILITY NOTES:

1. LOCATE & PROTECT EXISTING UTILITIES WHICH ARE TO REMAIN. AT CONNECTION POINTS AND UTILITY CROSSINGS, FIELD VERIFY LOCATION OF EXISTING UTILITIES.

2. COORDINATE UTILITIES WITH UTILITY COMPANIES. COORDINATE LOCATION OF UTILITY SERVICES WITH BUILDING DRAWINGS.

3. SEE SHEET C101 FOR LOCATION OF UTILITY LINES.

4. SEE SHEET C501 FOR UTILITY DETAILS.

5. CONSTRUCT CULINARY WATER AND SANITARY SEWER UTILITIES IN ACCORDANCE WITH DUCHESNE COUNTY CONSTRUCTION STANDARDS.

6. COMPACT PIPE BEDDING AND BACKFILL TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY (90 PERCENT FOR BACKFILL IN LANDSCAPE AREAS) DETERMINED BY ASTM D1557. MAINTAIN MOISTURE CONTENT OF BEDDING AND BACKFILL WITHIN 2 PERCENT OF OPTIMUM.

VICINITY MAP

UTILITY INFORMATION

UTILITY OWNER CONTACT

WATER

SEWER

POWER

TELEPHONE / DATA

NATURAL GAS

CABLE TELEVISION

SAN JUAN

KANEWASHINGTON

IRON GARFIELD

WAYNEPIUTEBEAVER

MILLARD

SEVIER

EMERY GRAND

SANPETE

CARBON

JUAB

UTAH

WASATCH

DUCHESNE

UINTAH

DAGGETTSUMMIT

SALT LAKE

TOOELE

DAVIS

MORGAN

WEBER

RICH

CACHE

BOX ELDER

IDAHO

WYOMING

C O

LO

R

AD

O

N

EV

AD

A

ARIZONA

DUCHESNE

N O

R T

H

N O

R T

H

DUCHESNE FAIRGROUNDS RESTROOM

EDGE OF ASPHALT

EDGE OF CONCRETE

EDGE OF GRAVEL SURFACING

EDGE OF DIRT SURFACING

EDGE OF ASPHALT SURFACING

CONCRETE SURFACING

ASPHALT SURFACING

STREET SIGN

SANITARY SEWER LINE

CULINARY WATER LINE

BURIED POWER LINE

FLOW LINE OF DITCH

BURIED TELEPHONE LINE

NATURAL GAS LINE

BURIED CABLE TV LINE

TREE

CONCRETE SURFACING

DELINEATOR POST

PROPERTY LINE

IRRIGATION LINE

EXISTING RIGHT OF WAY LINE

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

TOP OF CUT LIMITS

TOE OF FILL LIMITS

WATER METER

POWER POLE & GUY WIRE

STORM DRAIN / DRAINAGE CULVERT

SANITARY SEWER SERVICE

EXISTING FEATURES

PROPOSED FEATURES

MISC. 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

FENCE LINE (CHAIN LINK)

FIBER OPTIC LINE

FIBER OPTIC LINE

MAILBOX

EXISTING CITY BLOCK LINES

BLOCK LINE

EXISTING N/A LINE

WATER MANHOLE

LIGHT POLE

GAS METER

CABLE TV PEDESTAL

SANITARY SEWER CLEAN OUT

IRRIGATION MANHOLE

IRRIGATION METER

STORM DRAIN MANHOLE

FENCE LINE

(BARBED OR STOCKTIGHT)

FENCE LINE

(BARBED OR STOCKTIGHT)

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

TOP OF ASPHALT

TBC

LOC

TSW

TOC

TOG

EOA

FLG

FLC

SW

TOA

ABBREVIATIONS & HATCHING

RIGHT-OF-WAY

LEFT

RIGHT

R/W

L / LT

R / RT

TEMPORARY T.C.E.

PUBLIC UTILITY EASEMENTP.U.E.

CONSTRUCTION EASEMENT

STATIONSTA

EXISTING GROUNDEG

FINISHED GRADEFG

CAST-IN-PLACECIP

STORM DRAIN / DRAINAGE CULVERT

CULINARY WATER VALVE

GAS VALVE

IRRIGATION VALVE

SANITARY SEWER MANHOLE

STREET SIGN

DELINEATOR POST

FIRE HYDRANT

WATER METER

POWER POLE & GUY WIRE

MAILBOX

WATER MANHOLE

LIGHT POLE

GAS METER

SANITARY SEWER CLEAN OUT

IRRIGATION MANHOLE

IRRIGATION METER

STORM DRAIN MANHOLE

CULINARY WATER VALVE

GAS VALVE

IRRIGATION VALVE

SANITARY SEWER MANHOLE

EPPG.W.

T

SCO

EPP

SCO

wmh sdm imh smh

SCO

SMH

SDM

WMH

IMH

GV

IV

GV

IV

OR

OR

W G I w g i

LIMITS OF DISTURBANCELOD

COMMUNICATION MANHOLECMM

COMMUNICATION MANHOLEcmm

STRUCTURE

INDEX TO SHEETS

Sheet Number Sheet Title

C-001 TITLE AND LEGEND

C-002 SHEET SPECS

C-100 SITE & GRADING PLAN

C-101 UTILITY PLAN

C-102 ADA SCHEMATIC

C-501 DETAILS

03/26/2026

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SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

SHEET SPECS

C-002

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

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SHEET SPECS.

GENERAL REQUIREMENTS

A.SUBMITTALS

1. PROVIDE MATERIAL AND PRODUCT SUBMITTALS FOR EACH TYPE OF MATERIAL

AND PRODUCT USED ON PROJECT.

B.TESTING

1. PROVIDE TESTING INDICATED IN SPECIFICATIONS

CONCRETE SIDEWALK

C.MATERIALS:

1. BASE: UNTREATED BASE COURSE IN ACCORDANCE WITH EARTHWORK

SPECIFICATIONS.

2.REINFORCING STEEL:

a. COMPLY WITH ASTM A615.

b. YIELD STRENGTH: 60-KIPS PER SQUARE INCH.

c. BILLET BARS: DEFORMED.

d.FINISH: UNCOATED.

3. CONCRETE: CLASS A, USE TYPE II MODERATE SULFATE RESISTANT.

A.SEALANT: USE ONE OF FOLLOWING.

1. COLD-POUR SINGLE COMPONENT SILICONE FOR USE WITH PORTLAND CEMENT

CONCRETE PAVEMENT.

2. ONE-COMPONENT, POLYURETHANE-BASED, ELASTOMERIC SEALANT SUCH AS

SIKAFLEX-1A.

3. OR EQUAL.

B.DETECTABLE WARNING SURFACE:

1. USE IN-LINE TRUNCATED DOME PATTERN THAT MEETS REQUIREMENTS OF

UDOT PA SERIES STANDARD DRAWINGS.

2.PROVIDE COLOR THAT CONTRASTS VISUALLY WITH ADJOINING SURFACES,

EITHER LIGHT-ON-DARK OR DARK-ON-LIGHT.

3. MINIMIZE NUMBER OF PANELS USED. ACCEPTABLE MODULAR PANEL SIZES

ARE:

a. 2-FEET BY 2-FEET.

b. 2-FEET BY 3-FEET.

c. 2-FEET BY 4-FEET.

d. 2-FEET BY 5-FEET

C.INSTALL DETECTABLE WARNING SURFACE ACCORDING TO MANUFACTURER'S

INSTALLATION INSTRUCTIONS.

1. POLYMER COMPOSITE PANEL:

a. INSTALL CAST-IN-PLACE PANEL DIRECTLY INTO FINISHED CONCRETE

SURFACE. PROVIDE SMOOTH TRANSITION BETWEEN PANEL AND

SURROUNDING CONCRETE.

b. INSTALL SURFACE-APPLIED PANEL DIRECTLY ON EXISTING CONCRETE

SURFACE. USE MECHANICAL FASTENERS TO SECURE PANEL TO EXISTING

SURFACE. CAULK SMOOTH TRANSITION BEAD ALONG BEVELED PANEL EDGE

AND SURROUNDING CONCRETE SURFACE.

D.COMPACT SUBGRADE AND BACKFILL IN ACCORDANCE WITH EARTHWORK

SPECIFICATIONS.

1. ENSURE CONCRETE HAS CURED SUFFICIENTLY BEFORE PLACING BACKFILL TO

PREVENT DAMAGE.

EARTHWORK

A.MATERIALS:

1. IMPORTED FILL: A-1a THORUGH A-4 SOILS AS CLASSIFIED IN ACCORDANCE

WITH AASHTO M145.

2. TOPSOIL: USE TOP 6 INCHES OF EXISTING ONSITE SOIL.

3. GRANULAR BACKFILL BORROW: NON-PLASTIC, WELL GRADED, 2 INCH MAXIMUM

SIZE, A-1A SOIL AS CLASSIFIED IN ACCORDANCE WITH AASHTO M145.

a. PLACE AND COMPACT GRANULAR BACKFILL BORROW IN CONTINUOUS

LAYERS NOT EXCEEDING 6 INCHES COMPACTED DEPTH.

4.USE SUITABLE EXCAVATED SOIL FOR FILL DO NOT USE FROZEN MATERIALS,

ORGANIC MATERIALS, RUBBISH, DEBRIS, OR OTHER OBJECTIONABLE

MATERIALS.

5. DO NOT PLACE FILL OVER POROUS, WET, FROZEN, OR SPONGY SURFACES.

6. BASE COURSE MATERIAL: CRUSHED AGGREGATE FROM OWNER FURNISHED

PIT MEETING REQUIREMENTS AS FOLLOWS.

a. LIQUID LIMIT / PLASTIC INDEX: AASHTO T90, NON-PLASTIC.

b. FRACTURED FACES: AASHTO T335, MINIMUM 50 PERCENT WITH TWO.

c. GRADATION: AASHTO T27 AND T11.

B.TOLERANCES:

1. MOISTURE CONTENT: PLUS OR MINUS 2 PERCENT OF OPTIMUM. TEST IN

ACCORDANCE WITH ASTM D6938.

2.FINISH SUBGRADE SURFACE: PLUS OR MINUS .04 FEET OF REQUIRED

ELEVATION.

3. FINISH GRADE OF FILL SURFACE: PLUS OR MINUS .1 FEET OF REQUIRED

ELEVATION.

4.ENGINEER WILL TAKE RANDOM DENSITY TESTS. IF TESTS INDICATE WORK IS

NOT ACCEPTABLE, RE-COMPACT AND RETEST. IF NECESSARY, REMOVE AND

REPLACE WORK.

C.COMPACTION SCHEDULE:

1. FILL FOR NON-TRAVELED AREAS: COMPACT TO MINIMUM OF 90 PERCENT OF

MAXIMUM LABORATORY DENSITY. INCLUDES LANDSCAPE AREAS.

2.FILL FOR TRAVELED AREAS AND STRUCTURES: COMPACT TO MINIMUM 96

PERCENT MAXIMUM LABORATORY DENSITY. INCLUDES ROADS, PARKING LOTS,

CONCRETE FLATWORK, DRIVEWAYS AND STRUCTURES.

3. SUBGRADE: COMPACT TO MINIMUM 96 PERCENT OF MAXIMUM LABORATORY

DENSITY.

SITE WATER UTILITY SYSTEM

A.PIPE

1. POLYVINYL CHLORIDE (PVC) PIPE: 4-INCH DIAMETER AND LARGER.

a. CLASS: AWWA C900, DUCTILE IRON PIPE SIZE AND PRESSURE CLASS 165 (DR 25).

b. JOINTS: BELL AND SPIGOT WITH ELASTOMERIC GASKETS IN ACCORDANCE

WITH ASTM F477.

c. COLOR: BLUE.

d. CERTIFICATION: BE NSF 61 APPROVED AND BEAR NSF LABEL.

e.FITTINGS: AWWA C153, CLASS 350, DUCTILE IRON, COMPACT FITTINGS WITH

MECHANICAL JOINTS AND GASKETS.

B.SERVICE LINE: HIGH DENSITY POLYETHYLENE PIPE, IN ACCORDANCE WITH

AWWA C901.

a. IRON PIPE SIZE: 0.75- AND 1-INCH SERVICES.

b. COPPER TUBE SIZE: 1.5- AND 2-INCH SERVICES.

c. WORKING PRESSURE: 200 POUNDS PER SQUARE INCH.

d. CERTIFICATION: NSF 61 APPROVED AND BEAR NSF LABEL.

e. COLOR: BLUE.

C.SERVICES

1. TAP SADDLE: NYLON COATED SADDLE WITH STAINLESS STEEL STRAP.

MANUFACTURED BY ROMAC INDUSTRIES, INC. OR EQUAL.

a. PROVIDE FULL SUPPORT AROUND CIRCUMFERENCE OF PIPE.

b. PROVIDE MINIMUM 2-INCH-WIDE BEARING AROUND PIPE.

c. NOT HAVE LUGS WHICH WILL DIG INTO PIPE.

d. NOT HAVE U-BOLT TYPE STRAP.

2. CORPORATION STOP: BRONZE BODY, IN ACCORDANCE WITH AWWA C800.

PROVIDE STANDARD IRON PIPE THREADS AND COMPRESSION FITTINGS FOR

POLYETHYLENE PIPE WITH STAINLESS STEEL INSERT STIFFENERS. FORD

BALLCORP AS MANUFACTURED BY THE FORD METER BOX COMPANY, INC. OR

EQUAL.

3. SERVICE LINE: HIGH DENSITY POLYETHYLENE PIPE, IN ACCORDANCE WITH

NSF-14 AND AWWA C901.

a. IRON PIPE SIZE: ASTM D2239, ¾ AND 1 INCH SERVICES.

b. COPPER TUBE SIZE: ASTM D2737, 1.5 AND 2 INCH SERVICES.

c. WORKING PRESSURE: 200 POUNDS PER SQUARE INCH.

d. COLOR: BLUE.

4.FITTINGS: BRONZE, MUELLER 110 COMPRESSION FITTINGS.

5. COPPERSETTER: 18 INCH HEIGHT WITH BALL VALVE INLET AND DUAL CHECK

VALVE OUTLET. MANUFACTURED BY THE FORD METER BOX COMPANY, INC. OR

EQUAL.

a. 3/4 INCH: MODEL VBHC73-18W.

b.1 INCH: MODEL VBHC74-18W.

6. METER BARREL: 18 INCH DIAMETER BY 36 INCH HIGH, WHITE, HIGH DENSITY

POLYETHYLENE WITH CORRUGATED EXTERIOR AND SMOOTH INTERIOR.

PROVIDE LARGER SIZES WHERE INDICATED ON DRAWINGS.

7. METER BARREL RING AND LID: CAST IRON WITH WATER METER OR WATER

CAST ON LID.

8. METER: AWWA C700, DISPLACEMENT TYPE MAGNETIC DRIVE COLD WATER

METER WITH BRONZE MAIN CASE.

D.ACCESSORIES

1. THRUST RESTRAINT DEVICES: USE ONE OF FOLLOWING:

a. CONCRETE THRUST BLOCKS: CLASS B OR B(AE) CONCRETE IN ACCORDANCE

WITH ASTM C94, MINIMUM 2,500 POUNDS PER SQUARE INCH 28 DAY

COMPRESSIVE STRENGTH, MAXIMUM 5 INCH SLUMP AND 3 TO 6 PERCENT AIR

CONTENT.

b. RESTRAINED JOINTS:

1. PIPE: BELL AND SPIGOT JOINT RESTRAINT HARNESS OR CLAMP. RATED AT

PRESSURE CLASS OF PIPE OR GREATER.

2.PIPE FITTINGS: MECHANICAL JOINT WITH RESTRAINED FOLLOWER GLAND.

RATED AT PRESSURE CLASS OF PIPE OR GREATER. MEGALUG, OR EQUAL.

2. TRACER WIRE: 14/1 UF DIRECT BURIAL WIRE.

a. SPLICES: 3M COMPANY, CAT. NO. MH14 BCX HEAT SHRINK BUTT SPLICE OR

EQUAL.

b. COLOR: BLUE.

E.INSTALLATION

1. INSTALL PIPE AND FITTINGS. SEAL JOINTS WATERTIGHT. ROUTE PIPE IN

STRAIGHT LINE.

2.PLACE BEDDING MATERIAL AT SIDES OF PIPE AND OVER PIPE IN LAYERS NOT

EXCEEDING 6 INCHES COMPACTED DEPTH. PLACE BEDDING TO MINIMUM

COMPACTED THICKNESS OF 12 INCHES ABOVE TOP OF PIPE.

3. IF EXCAVATED MATERIAL IS UNSUITABLE FOR BEDDING OR TRENCH BOTTOM IS

UNSUITABLE TO SUPPORT PIPE, IMPORT GRANULAR BEDDING.

4. COMPACT BEDDING TO 96 PERCENT OF MAXIMUM LABORATORY DENSITY.

MAINTAIN MOISTURE CONTENT OF BEDDING MATERIAL WITHIN PLUS OR MINUS

2 PERCENT OF OPTIMUM TO ATTAIN REQUIRED COMPACTION DENSITY.

5. INSTALL TRACER WIRE CONTINUOUS BELOW SPRING LINE OF PIPE. INSTALL

TRACER WIRE WITH NEW TRANSMISSION, OUTLET AND MAIN LINES. CONNECT

TRACER WIRE TO PIPE MARKERS AT 1,000 FEET MAXIMUM INTERVALS. WHERE

THERE IS EXISTING TRACER WIRE, CONNECT NEW TRACER WIRE TO EXISTING

TRACER WIRE. IF SPLICES ARE REQUIRED, MAKE WATERTIGHT CONNECTION.

6. PLACE RESTRAINING DEVICES ACCORDING TO MANUFACTURERS'

RECOMMENDATIONS OR CONCRETE THRUST BLOCKS AT ANY CHANGE OF PIPE

DIRECTION AND FITTINGS. USE MECHANICAL JOINT RESTRAINT DEVICES ON

FITTINGS FOR LIVE TIE-INS WHEN THERE IS NOT ADEQUATE TIME FOR

CONCRETE THRUST BLOCKS TO CURE.

7. BACKFILL TRENCH IN ACCORDANCE WITH EARTHWORK SECTION.

8. SET VALVES ON SOLID BEARING. CENTER AND PLUMB VALVE BOX OVER VALVE.

SET BOX COVER FLUSH WITH FINISHED GRADE.

9. SET HYDRANTS ON SOLID BEARING AND PLUMB. LOCATE PUMPER NOZZLE

PERPENDICULAR TO AND FACING ROADWAY. INSTALL VALVE NEXT TO FIRE

HYDRANT AND PLACE VALVE BOX TO GRADE. PROVIDE DRAINAGE ROCK

AROUND FIRE HYDRANT.

10. RELOCATE EXISTING FIRE HYDRANTS AS INDICATED ON DRAWINGS.

CONNECT EXISTING FIRE HYDRANTS, WHICH ARE TO REMAIN, TO NEW MAIN

LINES. IF EXISTING PIPE TO EXISTING FIRE HYDRANT IS SMALLER THAN 6 INCH

DIAMETER, REPLACE PIPE AND CONNECTION TO MAIN LINE.

11. INSTALL NEW SERVICE LINES AND FITTINGS AS NEEDED TO CONNECT

EXISTING SERVICES TO NEW WATER LINES.

12. IF EXISTING SERVICE LINE IS IN POOR CONDITION AS DETERMINED BY

ENGINEER, INSTALL NEW SERVICE LINE TO EXISTING METER SETTER, YOKE OR

EQUIVALENT. INSTALL FITTINGS AS NEEDED TO MAKE CONNECTIONS.

REPLACE ALL GALVANIZED STEEL SERVICE LINES.

13. IF SERVICE LINE IS REPLACED, INSTALL TRACER WIRE WITH NEW SERVICE

LINE.

14. WHERE INDICATED ON DRAWINGS, INSTALL NEW SERVICE METER.

15. IF EXISTING METER BARREL IS IN POOR CONDITION AS DETERMINED BY

ENGINEER, REPLACE METER BARREL. RE-USE EXISTING RING AND LID.

F. WATER PIPING PRESSURE TEST

1. PRESSURE TEST NEW PIPING AS FOLLOWS:

a. TEST WATER PIPING AT PRESSURE RATING OF PIPE.

b. FILL PIPE WITH WATER AND PLACE UNDER SLIGHT PRESSURE FOR AT LEAST

48 HOURS.

c. BRING PIPE PRESSURE TO TEST PRESSURE AND MAINTAIN FOR 4 HOURS

MINIMUM.

d. PROVIDE ACCURATE MEANS FOR MEASURING QUANTITY OF WATER NEEDED

TO MAINTAIN TEST PRESSURE ON PIPE FOR TEST PERIOD.

e. IF VOLUME OF WATER ADDED TO PIPE IS 10 GALLONS PER INCH OF PIPE

DIAMETER PER MILE OF PIPE PER 24 HOURS OR LESS, PIPE PASSES TEST.

f. IF PIPE DOES NOT PASS TEST, FIND SOURCE OF LEAKAGE, REPAIR OR

REPLACE, AND RETEST. CORRECT ANY VISIBLE LEAKAGE. REPEAT UNTIL

PIPE PASSES TEST.

G.WATER PIPING DISINFECTION

1. AFTER COMPLETING PRESSURE TEST, FLUSH PIPE TO REMOVE DIRT OR OTHER

FOREIGN OBJECTS.

2. ADD LIQUID CHLORINE OR LIQUID CALCIUM HYPOCHLORITE TO PIPE TO OBTAIN

50 PPM CONCENTRATION OF CHLORINE. MAINTAIN 25 PPM CHLORINE RESIDUAL

AT END OF 24 HOURS. DISINFECT PIPING IN ACCORDANCE WITH UTAH STATE

RULES FOR PUBLIC DRINKING WATER SYSTEMS AND AWWA C651.

3. FLUSH CHLORINATED WATER FROM PIPE. DISPOSED OF CHLORINATED WATER

IN ACCORDANCE WITH UTAH WATER QUALITY BOARD RULES. SEE R317 OF

UTAH ADMINISTRATIVE CODE.

4. AFTER FLUSHING CHLORINATED WATER, SAMPLE AND COMPLETE

BACTERIOLOGICAL TESTING.

a.FREQUENCY: FOR EVERY 1,200 FEET OF NEW MAIN PIPING, TAKE TWO

CONSECUTIVE SAMPLES 24 HOURS APART. USE STERILE SAMPLE BOTTLES

FURNISHED BY TESTING LABORATORY.

b. ACCEPTANCE: ABSENCE OF COLIFORM BACTERIA IN TWO CONSECUTIVE

SAMPLES TAKEN 24 HOURS APART.

c. IF NECESSARY RE-CHLORINATE UNTIL SATISFACTORY BACTERIOLOGICAL

TESTS ARE OBTAINED.

d. DO NOT PUT PIPING INTO SERVICE UNTIL TEST RESULTS ARE SATISFACTORY.

5. IF SERVICE LINES ARE NOT DISINFECTED WITH MAIN LINE, FLUSH SERVICE

LINES WITH CHLORINATED WATER PRIOR TO CONNECTING AND PUTTING INTO

USE.

H.PROTECTION

1. PROTECT PIPE AND ACCESSORIES FROM DAMAGE OR DISPLACEMENT.

2.PREVENT MUD, SILT, GRAVEL, AND OTHER FOREIGN MATERIALS FROM

ENTERING PIPE AND KEEP OFF JOINT SURFACES.

3. INSTALL PLUG IN PIPE END WHEN PIPE LAYING IS NOT IN PROGRESS.

SANITARY SEWERAGE GRAVITY PIPING

A.REGULATORY REQUIREMENTS

1. CONFORM TO REQUIREMENTS OF UTAH DEPARTMENT OF ENVIRONMENTAL

QUALITY.

2. INSTALL SEWER PIPES WITH MINIMUM OF 10 FEET HORIZONTAL OR 18 INCHES

VERTICAL SEPARATION FROM WATER PIPES. MEASURE DISTANCE FROM

OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE. INSTALL SEWER PIPES

BELOW WATER PIPES.

B.SEWER PIPE MATERIALS

1. MAIN COLLECTION LINES AND SERVICE LINES: POLYVINYL CHLORIDE (PVC)

GRAVITY SEWER PIPE:

a. ASTM D3034 FOR DIAMETERS FROM 4 INCHES TO 15 INCHES.

b. PVC MATERIAL CONFORMING TO ASTM D1784.

c. MINIMUM PIPE STIFFNESS OF 46 PSI ACCORDING TO ASTM D2412.

d. SDR OF 35.

2.PIPE JOINTS: BELL AND SPIGOT STYLE WITH ELASTOMERIC GASKETS

CONFORMING TO ASTM F477.

3. FITTINGS: SAME MATERIAL AS PIPE MOLDED OR FORMED TO SUITE PIPE SIZE

AND END DESIGN, IN REQUIRED TEE, BENDS, ELBOWS, CLEANOUTS,

REDUCERS, TRAPS AND OTHER CONFIGURATIONS REQUIRED.

4. CLEANOUT RING AND LID: CAST IRON, TRAFFIC RATED.

5. WARNING TAPE: PLASTIC, BRIGHT GREEN COLOR, CONTINUOUSLY PRINTED

WITH “SANITARY SEWER PIPE BELOW”, MINIMUM 6 INCHES WIDE BY 4 MIL THICK,

MANUFACTURED FOR DIRECT BURIAL.

C.BEDDING:

1. EXCAVATED MATERIALS CONSISTING OF EARTH, LOAM, SANDY CLAY, SAND,

AND GRAVEL WHICH ARE FREE FROM CLODS OF EARTH, ROCKS LARGER THAN

¾-INCH, FROZEN MATERIAL, ORGANIC MATERIAL AND DEBRIS.

2. IF EXCAVATED MATERIAL IS UNSUITABLE FOR BEDDING, IMPORT BEDDING

CONSISTING OF PITRUN GRAVEL, SAND, OR OTHER SUITABLE MATERIAL WITH

¾-INCH MAXIMUM SIZE GRADATION.

3. LAY PIPE AT SLOPE INDICATED ON DRAWINGS OR NOT LESS THAN 2.0 PERCENT

FOR SERVICE LINES.

4. INSTALL SERVICE LINES AS INDICATED ON DRAWINGS.

5. PLACE BEDDING AT SIDES AND OVER TOP OF PIPE IN LIFTS NOT EXCEEDING 6

INCHES COMPACTED DEPTH. PLACE BEDDING TO MINIMUM COMPACTED

THICKNESS OF 12 INCHES ABOVE TOP OF PIPE.

6. COMPACT BEDDING TO 96 PERCENT OF MAXIMUM LABORATORY DENSITY.

MAINTAIN OPTIMUM MOISTURE CONTENT TO ATTAIN REQUIRED DENSITY.

7. CLEAN SEWER PIPE.

E.LOW PRESSURE AIR TEST: UNI-B-6.

1. PERFORM ON NEW SECTION OF MAIN PIPE LINE AND SERVICE PIPE LINE. NOT

REQUIRED ON REMOVE AND REPLACE SEWER LINES.

2.PERFORM AFTER SEWER LINE HAS BEEN BACKFILLED AND CLEANED.

3. CAP AND BRACE ALL WYES, TEES, AND LATERAL STUBS TO WITHSTAND TEST

PRESSURES.

4.PLUG PIPE IN MANHOLES OR AT ENDS OF PIPE.

5. USE ACCURATE GAUGE TO MEASURE INTERNAL GAUGE PRESSURE IN TENTHS

OF POUNDS PER SQUARE INCH. TEST PRESSURES ARE MEASURED AS GAUGE

PRESSURE.

6. DETERMINE REQUIRED TEST TIME FOR SEWER LINE BASED ON LENGTH AND

SIZE OF PIPE SHOWN IN ATTACHED TABLE.

7. BEFORE STARTING AIR TEST, DETERMINE GROUNDWATER LEVEL. IF

GROUNDWATER LEVEL IS BELOW SEWER PIPE INVERT, PERFORM TEST AT AIR

PRESSURE INDICATED IN SUBPARAGRAPHS 8, 9, & 10. IF GROUNDWATER LEVEL

IS ABOVE SEWER PIPE INVERT, INCREASE AIR PRESSURE FOR TEST.

CALCULATE REQUIRED AIR PRESSURE FOR TEST AS FOLLOWS:

a. DETERMINE AVERAGE VERTICAL HEIGHT IN FEET OF GROUNDWATER ABOVE

SEWER PIPE INVERT.

b. DIVIDE VERTICAL HEIGHT BY 2.31. RESULT IS AIR PRESSURE CORRECTION IN

POUNDS PER SQUARE INCH.

c. ADD AIR PRESSURE CORRECTION TO NORMAL STARTING PRESSURE OF 3.5

POUNDS PER SQUARE INCH TO DETERMINE AIR PRESSURE FOR TEST.

d. DO NOT EXCEED 9 POUNDS PER SQUARE INCH FOR STARTING TEST

PRESSURE.

8. SLOWLY INTRODUCE LOW PRESSURE AIR INTO PIPE UNTIL INTERNAL AIR

PRESSURE REACHES 4.0 POUNDS PER SQUARE INCH.

9. AFTER CONSTANT PRESSURE OF 4.0 POUNDS PER SQUARE INCH IS REACHED,

THROTTLE AIR SUPPLY FOR AT LEAST 2 MINUTES TO ALLOW AIR TEMPERATURE

TO EQUALIZE.

1. 10. WHEN TEMPERATURE HAS EQUALIZED AND PRESSURE HAS STABILIZED

AT 4.0 POUNDS PER SQUARE INCH OR ANY CONVENIENT PRESSURE BETWEEN

4.0 TO 3.5 POUNDS PER SQUARE INCH, START TIMING WITH STOP WATCH.

11. RECORD DROP IN PRESSURE FOR TEST PERIOD.

12. IF PRESSURE DROP IS 0.5 POUND PER SQUARE INCH OR LESS DURING

TEST PERIOD, SEWER LINE PASSES TEST.

13. IF PRESSURE DROP IS GREATER THAN 0.5 POUND PER SQUARE INCH

DURING TEST PERIOD, SEWER LINE FAILS TEST. FIND SOURCE OF LEAKAGE,

REPAIR OR REPLACE, AND RETEST. REPEAT TEST UNTIL SEWER LINE PASSES

TEST.

DEFLECTION TEST:

1. PERFORM ON EACH NEW SECTION OF MAIN PIPE BETWEEN MANHOLES. NOT

REQUIRED ON REMOVE AND REPLACE SEWER LINES.

2. TEST MAIN SEWER PIPE LINES BY ONE OF FOLLOWING METHODS:

a. DEFLECTOMETER WHICH PRODUCES CONTINUOUS RECORD OF PIPE

DEFLECTION.

b. MANDREL GO/NO-GO DEVICE WITH DIAMETER SET AT 95 PERCENT OF

NOMINAL PIPE DIAMETER.

3. NO MECHANICAL PULLING DEVICES PERMITTED.

4. COMPLETE TEST AFTER FINAL BACKFILL HAS BEEN IN PLACE FOR MINIMUM 30

DAYS.

5. IF RING DEFLECTION IS 5 PERCENT OR LESS OF VERTICAL PIPE DIAMETER,

SEWER PIPE PASSES TEST.

6. IF RING DEFLECTION IS GREATER THAN 5 PERCENT OF VERTICAL INTERNAL

PIPE DIAMETER, SEWER PIPE FAILS TEST. RELAY OR REPLACE PIPE AND

RETEST AFTER 30 DAY PERIOD. REPEAT TEST UNTIL PIPE PASSES TEST.

44.00'

N O

R T

H

-8 .6

-4 .6

%-1.0%

-2 .4

-2.6%

-0 .2

-1 .0

-0.0%

0.0%

-0 .5

-1 .6

-1.1%

TOC:5513.95

TOC:5513.95

TOC:5513.95

TOC:5513.95

TOC:5513.80

TOC:5513.77

TOC:5513.74

TOC:5513.69

TOC:5512.54

TOC:5512.63

5513.50

TOC:5513.87

TOC:5513.78

TOC:5513.78

TOC:5513.95TOC:5513.95

5513.00

37.94'

9.93' 4.00'

8.05'

4.00'

16.00'

-5.1%

-1.1%

-1.0%

EG:5512.63

EG:5513.95

EG:5513.69

EG:5512.54

TOC:5513.91

EG:5513.91

TOC:5513.43

EG:5513.43

TOC:5513.89

EG:5513.89

TOC:5512.83

EG:5512.83

TOC:5513.12

EG:5513.12

TOC:5513.32

EG:5513.32

TOC:5513.51

EG:5513.51

TOC:5513.88

EG:5513.82

TOC:5513.82

EG:5513.88

TOC:5513.80

EG:5513.80

TOC:5513.77

EG:5513.77

TOC:5513.72

EG:5513.72

-0 .6

-0.9%

1.

6%

1.

6%

-1.7%

-1.6%

-2.0%

WMH

SMH

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

A

B

C

D

E

F

G

H

J

K

L

M

SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

SITE & GRADING PLAN

C-100

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

Pr in t D at e:

3/

/2

9:

P at h:

H :\2

8-

2\ dw g\

D

ES

IG

N

8-

2.

dw g

EXISTING BATHROOMS

EXISTING SEWER MANHOLE

REPLACE EXISTING FENCE

AS NECESSARY, TIE INTO EXISTING

FENCE

4" THICK CONCRETE FLATWORK

EXISTING WATER LINE

LOCATION FIELD VERIFY

LOCATION, SIZE, TYPE

FFE - 5513.95

5'0 2.5'

1 Inch = 5 Feet

10'

FFE - 5513.78

COORDINATE FOOTING

ELEVATIONS WITH

STRUCTURAL

FOOTING DEPTH CHANGES

AT THIS WALL

SAWCUT CONCRETE REPLACE CONCRETE

SAWCUT CONCRETE

CONCRETE REPAIR

O

R T

H

INSTALL 4-IN SEWER PIPE

36.40' @ -1.05%

37.94'

9.93'

4.00'

8.05'

4.00'

16.00'

SCO

INSTALL SEWER CLEANOUT

RIM:5513.26

INV IN 5509.67 (4") (S)

INV OUT 5509.57 (4") (W)

WMH

SMH

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

A

B

C

D

E

F

G

H

J

K

L

M

SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

UTILITY PLAN

C-101

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

Pr in t D at e:

3/

/2

9:

P at h:

H :\2

8-

2\ dw g\

D

ES

IG

N

8-

2.

dw g

TIE INTO EXISTING SEWER MAIN-LINE

TIE INTO EXISTING WATER LINE

(FIELD VERIFY WATER LINE

DEPTH AND LOCATION)

TIE INTO EXISTING POWER

90-DEG FITTING REQ'D3" C900 WATER LINE REQ'D

(CONTRACTOR TO VERIFY INCOMING PIPE

IS A MIN. OF 2 1

2" PIPE)

INSTALL WATER METER

5'0 2.5'

1 Inch = 5 Feet

10'

BURIED ELECTRICAL

FFE - 5513.95

FFE - 5513.78

O

R T

H

-8 .6

-4 .6

%-1.0%

-2 .4

-2.6%

-0 .2

-1 .0

-0.0%

0.0%

-0 .5

-1 .6

-1.1%

TOC:5513.95

TOC:5513.95

TOC:5513.95

TOC:5513.95

TOC:5513.80

TOC:5513.77

TOC:5513.74

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TOC:5512.63

5513.50

TOC:5513.87

TOC:5513.78

TOC:5513.78

TOC:5513.95TOC:5513.95

5513.00

37.94'

9.93'

4.00'

8.05'

4.00'

16.00'

-5.1%

-1.1%

-1.0%

EG:5512.63

EG:5513.95

EG:5513.69

EG:5512.54

TOC:5513.91

EG:5513.91

TOC:5513.43

EG:5513.43

TOC:5513.89

EG:5513.89

TOC:5512.83

EG:5512.83

TOC:5513.12

EG:5513.12

TOC:5513.32

EG:5513.32

TOC:5513.51

EG:5513.51

TOC:5513.88

EG:5513.82

TOC:5513.82

EG:5513.88

TOC:5513.80

EG:5513.80

TOC:5513.77

EG:5513.77

TOC:5513.72

EG:5513.72

-0 .6

-0.9%

1.

6%

1.

6%

-1.7%

-1.6%

-2.0%

WMH

SMH

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

A

B

C

D

E

F

G

H

J

K

L

M

SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

ADA SCHEMATIC

C-102

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

Pr in t D at e:

3/

/2

9:

P at h:

H :\2

8-

2\ dw g\

D

ES

IG

N

8-

2.

dw g

EXISTING SEWER MANHOLE

CONCRETE SIDEWALK

EXISTING WATER LINE

LOCATION FIELD VERIFY

LOCATION, SIZE, TYPE

5'0 2.5'

1 Inch = 5 Feet

10'

FFE - 5513.95

FFE - 5513.78

ACCESSIBLE ROUTE

EXISTING RESTROOMS

ACCESSIBLE ROUTE

INSTALL PLUG ON NEW

SERVICE. FOR EXISTING

SERVICE CONNECT

TO EXISTING SERVICE LINE.

COMPACTED BEDDING

AROUND PIPE (TYP.)

SERVICE CONNECTION

SEWER MANHOLE

1' LENGTH OF PIPE BETWEEN

WYE AND ELBOW

PA

YL

IN

E

PA

YL

IN

E

INSTALL CLEANOUT

WITHIN RIGHT-OF-WAY

PAYLINE FOR SEWER

SERVICE LINE

NOTES:

1. USE 4-INCH SDR 35 PVC PIPE & FITTINGS FOR SERVICE CONNECTIONS, UNLESS NOTED OTHERWISE.

2. TERMINATE CLEANOUT AT FINISHED GRADE IN ACCORDANCE WITH DETAIL J5.

2.08% MIN. SLOPE

4" PVC PIPE

4" PVC PIPE

4" PVC PIPE

SMH

FINISHED GRADE

SLOPE

45° BEND

D

EP

TH

V

AR

IE

S

CLEANOUT RISER

45° WYE

PIPE (SIZE AS NOTED)

CAST IRON RING AND COVER

(D&L SUPPLY H-8020)

8"

24" Ø CONCRETE COLLAR

SEE NOTE 3

THREADED PVC PLUG

CAP OR PLUG

AT END OF LINE

1" LENGTH OF PIPE BETWEEN

WYE AND ELBOW

EXPANSION JOINT

CONTROL JOINT

SAW CUT OR SCORE.

T

NOTES:

1. FOR FLATWORK, PLACE AT SPACING EQUAL TO SLAB WIDTH, BUT NOT GREATER THAN INDICATED

ON TABLE BELOW.

NOTES:

1. USE FOR FLATWORK, PLACE AT 50' INTERVALS.

2. FOR CURB, CURB & GUTTER, PLACE AT 50' INTERVALS, EXCEPT WHEN USING SLIP

FORM MACHINE, PLACE AT BEGINNING AND END OF EACH CONTINUOUS RUN.

PRE-FORMED

JOINT FILLER.

1/2"

1/4" MAX.T/3

MAXIMUM CONTROL JOINT SPACING

SLAB THICKNESS, IN.MAXIMUM JOINT SPACING, FT.

UNREINFORCED REINFORCED

4 8 10 5 10 12 6 12 15 8 16 20

NOTES:

1. INSTALL TRACER WIRE WITH ALL SERVICE LINES.

2. TERMINATE TRACER WIRE WITH LOOP INSIDE METER BARREL OR BOX.

3. SIZE METER BARREL OR BOX TO FIT METER SIZE AND SITE CONDITIONS.

4. USE TRAFFIC RATED BARREL OR BOX IN TRAFFIC AREAS.

5. RELATED SPEC SECTION 33 14 12.

CAST IRON LID WITH WORDS

"WATER METER" CAST IN LID.

PROVIDE 1-3/4" DIA. HOLE

FOR PIT MODULE.

CAST IRON RING.

METER BARREL

OR BOX

GATE VALVE

REDUCER AS

NECESSARY

PVC PIPEPVC PIPE

REDUCER AS

NECESSARY 1' - 6" MIN.

12" CLEAN GRAVEL BASE

1' - 6" MIN.

COMPOUND

METER

6" LONG FLG X FLG SPOOL

CHECK VALVE

GATE VALVE

BU

R

IA

L

D

EP

TH

(S

EE

T

R

EN

C H

D

ET

AI

L)

4" 3"

METER SIZE BARREL SIZE (D)LENGTH

METER BARREL SCHEDULE

96" MIN.6"

78" MIN. 36" MIN

84" MIN. 36" MIN

36" MIN

12"± 12"±

D

FLOW FLOW

NOTES:

1. SEE DETAIL FOR CONCRETE JOINTS.

4" DEPTH CONCRETE

SIDEWALK.

2% MAX.

BACKFILL BEHIND

SIDEWALK.

4" MIN. UNTREATED BASE COURSE

BACKFILL BEHIND

SIDEWALK.

4' MINIMUM

CONCRETE FLATWORK

/1 6"

M

IN

4" DEPTH UNTREATED

BASE COURSE MATCH EXISTING

DEPTH, BUT NO LESS

THAN 6" DEPTH

UNTREATED BASE

COURSE

CONCRETE FLATWORK

(EQUAL TO EXISTING

CONCRETE DEPTH, BUT

NOT LESS THAN 6")

VA

R

IE

S

EXIST. GROUND

12" MIN. (TYP.)

CLEAN GRAVEL (MATCH

EXISTING DEPTH, BUT NOT

LESS THAN 2")

12" MIN. (TYP.)

EXIST. GROUND

CLASS D

(GRAVEL SURFACING)

VARIES

M

AX

P

AY

LI

N

E

M

AX

P

AY

LI

N

E

VARIES

M

AX

P

AY

LI

N

E

M

AX

P

AY

LI

N

E

BACKFILL (SEE

UTILITY TRENCH

DETAIL)

BACKFILL (SEE

UTILITY TRENCH

DETAIL)

SAWCUT EXISTING

CONCRETE PRIOR TO

EXCAVATION (TYP.)

CONCRETE

EDGE OF PAVEMENT AFTER COMPACTION

TACK COAT

HMA PAVEMENT

UNTREATED BASE COURSE

1/ 4"

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

A

B

C

D

E

F

G

H

J

K

L

M

SUBMITTAL

JDE No.

STAMP

NO. DATE DESCRIPTION

REVISIONS

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

FOR BIDDING

Blue Stakes of

Bluestakes.org 1-800-662-4111

CALL BEFORE YOU DIG.

IT'S FREE AND IT'S THE LAW.

DETAILS

C-501

DUCHESNE

FAIRGROUNDS

RESTROOM

DUCHESNE

COUNTY

2508-062

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3/

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J1 C501

SEWER SERVICE CONNECTION

J5

C501

SEWER CLEAN OUT

J9 C501

SIDEWALK CONTROL JOINT

E1 C501

3-INCH WATER METER

E5

C501

SIDEWALK

E9

C501

TRENCH DETAIL & CONCRETE REPAIR

A1 C501

PAVEMENT EDGE

STRUCTURAL PLAN LEGEND

STEEL COLUMN

JOIST OR TRUSS

BEAM OR GIRDER

CONCRETE COLUMN

NON-BEARING STRUCTURAL WALL

RECESSED FOUNDATION WALL

CONCRETE FOOTING

MASONRY COLUMN

STEEL STRAP

BEAM IN WALL

BEARING WALL

PURLIN

STEEL DECK

OWS JOIST CROSS BRIDGING

HOLDOWN, SEE HOLDOWN SCHEDULE.

"H" INDICATES LOCATION OF HOLDOWN

IDENTIFIED ON LEVEL ABOVE.

SNOW DRIFT AREA AND LOAD, ON TOP OF

BASE SNOW LOAD. DRIFT LOAD IS 0 PSF

AT DOTTED LINE AND INCREASES

LINEARLY TO MAXIMUM LOAD.10' - 0"

45 psf

SHEATHING

SHEARWALL TYPE AND LENGTH,

SEE SHEARWALL SCHEDULE

STEEL JOIST CROSS BRIDGING

PERMANENT EQUIPMENT

CF-1

100" - 0"

MARK

TOP OF FOOTING

ELEVATION

FOOTING TAG, SEE FOOTING SCHEDULE

4' - 0"

1.

2.

3.

4.

5.

REFER TO TYPICAL NOTES, DETAILS, & SCHEDULES.

SEE CIVIL PLANS FOR EXTERIOR CONCRETE WORK AND

SITE GRADING.

SEE ARCHITECTURAL DRAWINGS FOR SLAB SLOPES,

DIMENSIONS, AND ELEVATIONS.

PLACE STRUCTURAL FILL BENEATH FOOTINGS &

BUILDING SLABS PER TYPICAL DETAIL "STRUCTURAL FILL

PLACEMENT" AND PER EARTHWORK NOTES.

PROVIDE TEMPORARY SHORING UNTIL MAIN FLOOR

FRAMING IS COMPLETE FOR ANY WALL OVER 6' TALL THAT

RETAINS SOIL TO RESIST INDUCED LATERAL LOADS.

FOUNDATION NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

REFER TO TYPICAL NOTES, DETAILS, & SCHEDULES.

SEE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT

SHOWN.

DIMENSIONS FOR SHEARWALLS ARE TO EDGE OF

SHEARWALL, NOT LOCATION OF HOLDOWN.

INSTALL ALL HANGERS, CLIPS, ANCHORS, AND OTHER

HARDWARE PER MANUFACTURER'S RECOMMENDATIONS.

SHOP-FABRICATED WOOD TRUSSES SHALL BE DESIGNED

FOR THE UNIFORM LOADS SPECIFIED IN THE SHOP-

FABRICATED WOOD TRUSSES NOTES AND ANY

CONCENTRATED GRAVITY AND LATERAL LOADS

INDICATED ON THE STRUCTURAL FRAMING PLANS.

NOTATION AND SYMBOLS FOR LOADS SHOWN ARE PER

ASCE 7.

ALL TRUSSES SHALL BE DESIGNED TO TRANSFER AN

OUT-OF-PLANE SERVICE SEISMIC OR WIND LOAD OF 0.7

KIPS (Fp) FROM THE HEEL TO THE DIAPHRAGM AT

BEARING LOCATIONS.

FORM UP & FILL ALL BEAM & JOIST POCKETS W/ NON-

SHRINK GROUT PRIOR TO PLACING FINISHES, UNO.

COORDINATE MECHANICAL UNIT WEIGHTS AND

LOCATIONS WITH JOIST MANUFACTURER

PROVIDE BRIDGING AS REQ'D TO PREVENT CHORD

BUCKLING.

PROVIDE TRUSS BLOCKING AT ALL BEARING WALLS

WHERE TRUSS HEEL HEIGHT PROHIBITS USE OF 2X

BLOCKING.

TRUSS BLOCKING SHALL BE ABLE TO RESIST A LATERAL

LOAD (WIND OR SEISMIC) OF 250 PLF.

FRAMING NOTESDESIGN CRITERIA

BUILDING CODE: 2021 INTERNATIONAL BUILDING CODE

CLASSIFICATION: RISK CATEGORY II

LIVE LOADING

ROOF: 20 PSF (REDUCIBLE)

DEAD LOADING

ROOF: 20 PSF (INCLUDES 5 PSF FOR SELF WEIGHT OF

TRUSSES)

SNOW LOADING (BASED ON 2018 UTAH GROUND SNOW LOAD

MAP)

ELEVATION: 5,600 FT (APPROX.)

GROUND SNOW LOAD: Pg = 41 PSF EXPOSURE FACTOR: Ce = 0.9 SNOW IMPORTANCE FACTOR: Is = 1.0 THERMAL FACTOR: Ct = 1.0 CALCULATED SNOW LOAD: Pf = 25.83 PSF

MIN. SNOW LOAD DESIGNATED BY BUILDING OFFICIAL: 24 PSF

DESIGN SNOW LOAD: Pf = 26 PSF SLOPE FACTOR: Cs = 1.0

WIND LOADING

WIND EXPOSURE: C

WIND SPEED: 105 MPH

WIND IMPORTANCE FACTOR: lw = 1.0

SEISMIC LOADING

LOCATION: 40.158349° LAT., -110.401528° LON.

SEISMIC IMPORTANCE FACTOR: Ie = 1.00

MAPPED SPECTRAL RESPONSE ACCELERATIONS:

SS = 0.316g S1 = 0.099g

SITE CLASS: D

SPECTRAL RESPONSE COEFFICIENTS:

SDS = 0.326g SD1 = 0.159g

SEISMIC DESIGN CATEGORY: C

SEISMIC FORCE RESISTING SYSTEM: SPECIAL REINFORCED

MASONRY SHEAR WALLS

OUT-OF-PLANE FORCE: Fp = 0.1304 Wp SEISMIC RESPONSE COEFFICIENT: Cs=0.065

RESPONSE MODIFICATION FACTOR: R=5

OVERSTRENGTH FACTOR: Ω = 2.5

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

METHOD

SOILS

SOIL BEARING PRESSURE: 1,500 PSF

PROJECT GEOTECHNICAL INVESTIGATION: NONE

STRUCTURAL QA PLAN

1.

2.

3.

4.

A.

B.

C.

A.

B.

C.

D.

E.

F.

A.

B.

C.

D.

A.

1.

2.

3.

4.

5.

1.

2.

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, ARCHITECT, 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.

SEISMIC FORCE RESISTING SYSTEMS:

ELEMENTS THAT ARE PART OF THE MAIN SEISMIC FORCE

RESISTING SYSTEM FOR THE STRUCTURE MAY REQUIRE

INCREASED QUALITY ASSURANCE INSPECTION AND

TESTING. CONTACT ENGINEER OF RECORD REGARDING

WHICH ELEMENTS ARE PART OF THE MAIN SEISMIC FORCE

RESISTING SYSTEM FOR THE STRUCTURE MAY INCLUDE

THE FOLLOWING ELEMENTS:

CONCRETE WALLS

FOOTING AND FOUNDATION SYSTEM

CONNECTIONS BETWEEN ELEMENTS REFERENCED

ABOVE.

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.

EARTHWORK

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

A.

B.

C.

D.

E.

F.

13.

14.

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 30" MINIMUM FOOTING EMBEDMENT FROM FINISH

GRADE FOR FROST PROTECTION AT EXTERIOR FOOTINGS.

SCARIFY SOILS IN BOTTOM OF EXCAVATIONS 6",

MOISTURE CONDITION TO WITHIN 2% OF OPTIMUM

MOISTURE, AND COMPACT TO 95% OF MAXIMUM DRY

DENSITY AS DETERMINED BY ASTM D1557 PRIOR TO

PLACEMENT OF STRUCTURAL FILL.

COUNTY TO PROVIDE GEOFABRIC ON PREPARED EARTH

PRIOR TO PLACEMENT OF STRUCTURAL FILL.

COUNTY TO PROVIDE 18" OF STRUCTURAL FILL BENEATH

ALL FOOTINGS.

EXTEND STRUCTURAL FILL LATERALLY A DISTANCE

EQUAL TO 1/2 THE STRUCTURAL FILL DEPTH BEYOND

EDGE OF FOOTING ON EACH SIDE.

IMPORTED STRUCTURAL FILL USED FOR SUPPORT OF

FOUNDATIONS AND FLOOR SLABS:

WELL-GRADED

NON-EXPANSIVE

FREE OF ORGANICS AND ALL DELETERIOUS MATERIALS

PERCENT PASSING NO. 200 SIEVE: 30% MAX

LIQUID LIMIT: 30 OR LESS

PLASTICITY INDEX: 10 OR LESS

COMPACT STRUCTURAL FILL BENEATH FOOTINGS TO 95%

OF MAXIMUM DRY DENSITY DETERMINED BY ASTM D1557.

PLACE STRUCTURAL FILL IN MAXIMUM EIGHT-INCH THICK

LOOSE LIFTS TO ACHIEVE ADEQUATE COMPACTION.

SHOP-FABRICATED WOOD

TRUSSES

1.

2.

3.

4.

5.

A.

a.

b.

c.

d.

e.

B.

a.

b.

C.

6.

A.

B.

7.

A.

B.

8.

9.

10.

11.

DESIGN AND FABRICATE TRUSSES IN ACCORDANCE WITH

2021 IBC.

NOTATION AND SYMBOLS FOR LOADS SHOWN ARE PER

ASCE 7-16 SECTION 2.2.

PROVIDE STAMPED CALCULATIONS AND ERECTION

DRAWINGS FOR ALL TRUSS-TO-TRUSS CONNECTIONS,

BEARING ENHANCERS, ETC.

DESIGN AND FABRICATE ALL REQUIRED TRUSS BRACING.

ROOF TRUSS LOADING

TOP CHORD:

DEAD LOAD: 10.0 PSF (INCLUDES TRUSS SELF-

WEIGHT).

LIVE ROOF LOAD: 20 PSF.

WIND LOAD: USE COMPONENT AND CLADDING WIND

LOADING PER ASCE 7-16.

SNOW LOADING: USE SNOW LOADING PER ASCE 7-16.

REFER TO ROOF FRAMING PLANS FOR DRIFT LOADS

AS APPLICABLE.

DRAG LOADS: REFER TO ROOF FRAMING PLANS.

BOTTOM CHORD

DEAD LOAD: 10.0 PSF.

LIVE LOAD: 10.0 PSF (BOTTOM CHORD LIVE LOAD IS

NOT CONCURRENT WITH ROOF LIVE LOAD).

DESIGN ALL TRUSSES TO TRANSFER AN OUT-OF-PLANE

SERVICE SEISMIC OR WIND LOAD OF 0.7 KIPS (Fp) FROM

HEEL TO DIAPHRAGM AT BEARING LOCATIONS.

MAXIMUM DEFLECTION

ROOF TRUSSES: TL/180 OR LL/240.

FLOOR TRUSSES: TL/240 OR LL/360.

MINIMUM MEMBER SIZES:

TOP CHORDS: 2X6

WEBS AND BOTTOM CHORD: 2X4

ALLOWABLE STRESS INCREASE FOR LOAD DURATION:

15% MAXIMUM.

DO NOT USE REPETITIVE MEMBER INCREASE FOR

GIRDER TRUSSES.

CONSIDER EFFECTIVE ECCENTRIC LOADING IN ALL

JOINTS.

FABRICATOR: AN APPROVED FABRICATOR AS

CURRENTLY LISTED BY THE ICBO.

CONCRETE

1.

2.

3.

A.

B.

C.

4.

5.

6.

A.

a.

b.

c.

B.

a.

b.

c.

7.

8.

9.

10.

11.

12.

A.

B.

C.

13.

14.

15.

16.

17.

18.

19.

20.

21.

CONSTRUCT CONCRETE ACCORDING TO ACI 318 (LATEST

VERSION).

DETAIL, FABRICATE, AND INSTALL REINFORCING STEEL

ACCORDING TO "MANUAL OF STANDARD PRACTICE OF

REINFORCED CONCRETE CONSTRUCTION" BY CONCRETE

REINFORCING STEEL INSTITUTE (CRSI).

GENERAL

DO NOT PLACE PIPES OR DUCTS IN CONCRETE SLABS

OR WALLS UNLESS SPECIFICALLY DETAILED.

REFER TO ARCHITECTURAL, STRUCTURAL, CIVIL,

ELECTRICAL AND MECHANICAL DRAWINGS FOR ALL

MOLDS, GROOVES, ORNAMENTS, CLIPS AND GROUNDS

TO BE CAST IN CONCRETE.

DIMENSIONS SHOWN FOR LOCATION OF REINFORCING

ARE TO FACE OF MAIN BARS AND DENOTE CLEAR

COVERAGE.

SUBMIT CONCRETE PLACEMENT PLAN TO ENGINEER 48

HOURS PRIOR TO EACH CONCRETE PLACEMENT.

CONCRETE MIX DESIGN: PREPARED BY INDEPENDENT

LABORATORY AND APPROVED BY ENGINEER OF RECORD.

CONCRETE

LEAN CONCRETE FILL

MINIMUM COMPRESSIVE STRENGTH: 1,500 PSI.

CEMENT: ASTM C-150, TYPE II.

MAXIMUM WATER-CEMENT RATIO: 0.55.

STRUCTURAL CONCRETE

MINIMUM COMPRESSIVE STRENGTH: 4,000 PSI.

CEMENT: ASTM C-150, TYPE II.

MAXIMUM WATER-CEMENT RATIO: 0.45.

CONCRETE EXPOSED TO EXTERIOR CONDITIONS: AIR

ENTRAINED TO 5%-7% AIR CONTENT.

CONCRETE AGGREGATES: NATURAL SAND AND ROCK

AGGREGATES CONFORMING TO ASTM C-33 (3/4" MAX).

REINFORCING STEEL: ASTM A615 GRADE 60 UNO.

WIRE FABRIC: ASTM A-185.

WELDING OF REINFORCING STEEL: CONFORM TO AWS

D1.4 USING PROPER LOW HYDROGEN ELECTRODES. DO

NOT TACK WELD TO REBAR. SEE REBAR WELDING NOTE.

CONCRETE CLEAR COVERAGE, UNO:

CONCRETE PLACED AGAINST FORMS (INCLUDING

CONCRETE TO BE BACKFILLED): 2"

CONCRETE PLACED AGAINST GROUND: 3"

SLABS (ON GROUND): CENTER BAR IN SLAB.

PROVIDE CLASS B LAP SPLICE UNO. SEE TABLE

"CONCRETE REINFORCEMENT LAP SPLICES".

CONSTRUCT CONSTRUCTION JOINTS ROUGH, OR

ROUGHEN JOINTS BY CHIPPING ENTIRE SURFACE,

SANDBLASTING, OR HOSING SURFACE 4 TO 6 HOURS

AFTER PLACEMENT WITH FINE SPRAY. REMOVE ALL

LAITANCE FROM SURFACE.

REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING

ANY CONCRETE.

SECURELY POSITION REINFORCING DOWELS, BOLTS,

ANCHORS, SLEEVES, ETC. TO BE EMBEDDED IN

CONCRETE BEFORE PLACING CONCRETE (WET SETTING

IS PROHIBITED).

OBTAIN APPROVAL OF ALL AFFECTED TRADES PRIOR TO

PLACING CONCRETE.

MAXIMUM FREE FALL OF CONCRETE: 5'-0".

DO NOT USE WOOD SPREADERS. DO NOT USE WOOD

STAKES IN AREAS TO BE CONCRETED.

FOLLOW ACI HOT OR COLD WEATHER PLACEMENT

RECOMMENDATIONS FOR CONCRETE PLACEMENT AND

CURING.

EXERCISE SPECIFIC CARE DURING PLACEMENT AND

CURING OF CONCRETE SLABS AND EXPOSED CONCRETE

FINISHES.

SPLICE LENGTH (IN.) FOR F'c = 4000 PSI

LOCATION

REINFORCEMENT SIZE

#11

TOP

OTHER

#10

#9

#8

#7

#6

#5

#4

#3

CONCRETE REINFORCEMENT

LAP SPLICES

1.

2.

3.

4.

5.

6.

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 TABULATED VALUES BY 1.3.

REINFORCEMENT IS ASSUMED TO BE UNCOATED OR

GALVANIZED.

FOR BARS WITH COVER OF LESS THAN 1 BAR DIAMETER

OR WITH CLEAR SPACING OF LESS THAN 2 BAR

DIAMETERS, MULTIPLY TABULATED VALUES BY 2.0.

MASONRY

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

ALL MASONRY CONSTRUCTION SHALL CONFORM TO THE

SPECIFICATION FOR MASONRY STRUCTURES ACI

530-13/ASCE 6-13/TMS 402-13.

CONCRETE BLOCK UNITS SHALL BE LIGHT WEIGHT GRADE

N (85-105 PCF). TYPE 1 WITH MIN. COMPRESSIVE

STRENGTH OF 2000 PSI ON AVERAGE NET AREA. (F'M=2000

PSI).

MORTAR SHALL BE TYPE S CONFORMING TO APPLICABLE

STANDARDS PER SPECIFICATION FOR MASONRY

STRUCTURES.

GROUT SHALL HAVE COMPRESSIVE STRENGTH OF 2000

PSI AND CONFORM TO APPLICABLE STANDARDS

REINFORCING STEEL SHALL COMPLY WITH THE

"CONCRETE NOTES" UNO.

LAP ALL BARS AS INDICATED IN THE MASONRY

REINFORCING BAR LAP SPLICE SCHEDULE.

BEFORE BLOCK IS PLACED ON CONCRETE, THOROUGHLY

CLEAN CONCRETE OF ALL LAITANCE AND ALL LOOSE

MATERIAL, ROUGHEN AS DIRECTED IN "CONCRETE

NOTES".

CONCRETE BLOCK MASONRY SHALL BE BUILT TO

PRESERVE THE UNOBSTRUCTED CONTINUITY OF THE

VERTICAL CELLS. WALLS AND CROSS WEBS FORMING

SUCH CELLS SHALL BE FULLY BEDDED IN MORTAR. ALL

HEAD OR END JOINTS SHALL BE SOLIDLY FILLED WITH

MORTAR FOR A DISTANCE IN FROM THE FACE OF THE

WALL OR UNITS NOT LESS THAN THE THICKNESS OF THE

LONGITUDINAL FACE SHELLS.

VERTICAL CELLS SHALL HAVE VERTICAL ALIGNMENT

SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED

CONTINUOUS VERTICAL CELL MEASURING NOT LESS

THAN 3"x3".

CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE

BOTTOMS OF ALL CELLS TO BE POURED AT EACH LIFT OR

POUR OF GROUT WHERE SUCH LIFT OR POUR OF GROUT

IS IN EXCESS OF 4'-0" IN HEIGHT. ANY OVERHANGING

MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE

REMOVED FROM INSIDE OF SUCH CELLS. THE CLEANOUTS

SHALL BE SEALED AFTER INSPECTION AND…