IFB No. 403 - Red Hill WTP Upgrades - Bid Drawings.pdf

PDF 21 MB Posted Dec 15, 2023

Attached to: RFB 403-Red Hill Water Treatment Plant - Upgrades
Solicitation number: 34597
Issued by: Charlottesville City, Virginia

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Written by GovTribe AI · Apr 2, 2024

This document is a set of bid drawings for IFB No. 403 - Red Hill WTP Upgrades, a construction project issued by the Rivanna Water and Sewer Authority in the jurisdiction of Charlottesville City, Virginia. The project involves building construction, process piping, electrical, and mechanical upgrades to the Red Hill Water Treatment Plant. The project overview, item quantities, response dates, and other key details are provided in the related state and local contract opportunity document. Pricing terms, set asides, incumbent information, funding requirements, and other salient details are not included in the provided documentation.

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File	Type	Posted
_IFB No. 403 - Addendum 2.pdf	PDF	Dec 15, 2023
IFB No. 403 - Red HIll WTP Upgrades - Bid Specs.pdf	PDF	Dec 15, 2023
_Addendum 1.pdf	PDF	Dec 15, 2023

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SEH Project

Checked By

Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Submission or distribution of this drawing to meet official or regulatory requirements or for purposes in connection with the project is not be construed as publication in derogation of any of the rights of SEH.

Project Owner

S ho rt E lli ot t H en dr ic ks on

, I nc

A ll

R ig ht s

R es er ve d

C O

P Y

H T

COVER SHEET

A N

N A

W A

T E

R A

N D

S E

W E

R A

U T

H O

E M

A R

O U

N T

168434

TWW

WSW

R E

D H

W A

T E

R T

R E

A T

M E

N T

P G

R A

D E

BID DOCS 9/26/2023

RED HILL WATER TREATMENT

PLANT - UPGRADES

ALBEMARLE COUNTY, VIRGINIA

RWSA IFB NO. 403

RIVANNA WATER

& SEWER AUTHORITY

FOR

RIVANNA WATER & SEWER

AUTHORITY'S GENERAL WATER AND

SEWER DESIGN AND

CONSTRUCTION STANDARDS

INCORPORATED THROUGHOUT

ALBEMARLE COUNTY

RED HILL, VA

LOCATION MAP WATER TREATMENT PLANT

COMMONWEALTH OF VIRGINIA

PROJECT BID LOCATION:

ADMINISTRATION BUILDING AT THE

MOORES CREEK ADVANCED WATER

RESOURCE RECOVERY FACILITY:

695 MOORES CREEK LANE,

CHARLOTTESVILLE, VIRGINIA 22902

PROJECT LOCATION:

WATER TREATMENT PLANT:

2885 MONACAN TRAIL ROAD,

NORTH GARDEN, VIRGINIA 22959

PROJECT LOCATION:

WATER TREATMENT PLANT:

2885 MONACAN TRAIL ROAD,

NORTH GARDEN, VIRGINIA 22959

SHEET INDEX

G1 COVER SHEET

C01 GENERAL NOTES AND LEGENDS

C02 EXISTING CONDITIONS, EROSION & SEDIMENT CONTROL NOTES AND REMOVALS

C03 SITE PLAN

C04 CIVIL DETAILS

C05 CIVIL DETAILS

S001 GENERAL STRUCTURAL NOTES

S110 FOUNDATION PLAN

S111 ROOF AND FLOOR PLANS

A002 CODE INFORMATION

A111 FLOOR PLAN, ROOF PLAN AND SCHEDULES

A201 EXTERIOR ELEVATIONS & BUILDING SECTIONS

A301 WALL SECTIONS AND DETAILS

P070 REMOVALS PLAN

P101 BUILDING PLAN

P501 CHEMICAL FEED SYSTEMS

M001 MECHANICAL SYMBOLS AND ABBREVIATIONS

M101 MECHANICAL HVAC AND ROOF PLANS

M201 DOMESTIC WATER, GAS, AND SANITARY FLOOR PLANS

M301 MECHANICAL DETAILS AND SCHEDULES

M401 PLUMBING DETAILS AND SCHEDULES

M501 PLUMBING RISER DIAGRAMS

E001 SYMBOLS, ABBREVIATIONS AND NOTES

E071 REMOVAL PLAN

E101 LIGHTING PLAN

E201 POWER PLAN

E301 SYSTEMS PLAN

E401 ONE-LINE DIAGRAM

E501 SCHEDULES

REVISION SCHEDULE

REV. # DESCRIPTION DATE

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

N o.

9/28/2023

Checked By Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

Sh or t E llio tt H en dr ick so n, Inc

Al l R igh ts

Re se rve d

REVISION SCHEDULE

REV. # DESCRIPTION DATE

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /27

/20

:13 P

M X:

\P T\

\5-fin al-ds gn

\51 -d ra wi ng s\1

0- Ci vil \ca d\d wg

\sh ee t\R

_D T.

dw g

9/28/2023BID DOCS

168434

9/28/2023

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

A W

No . 4

C01

TWW

WSW

GENERAL NOTES AND

LEGENDS

: 1 2/1

1/2

2 5 :16

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GENERAL NOTES:

1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE DRAWINGS AND THE LATEST

EDITION OF THE VIRGINIA DEPARTMENT OF HEALTH (VDH) WATERWORKS REGULATIONS AND

RIVANNA WATER AND SEWER STANDARDS AND SPECIFICATIONS . THE CONTRACTOR SHALL

MAINTAIN A COPY OF THE CONTRACT DRAWINGS, PROJECT MANUAL AND SHOP DRAWINGS AT THE

PROJECT SITE AT ALL TIMES DURING CONSTRUCTION.

2. THE LOCATIONS, DIMENSIONS AND ELEVATION OF EXISTING STRUCTURES, PIPING AND UTILITIES

SHOWN ARE BASED ON THE BEST AVAILABLE DATA AND ARE APPROXIMATE. THE CONTRACTOR

SHALL VERIFY ALL DATA IN THE FIELD PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL

PROVIDE ANY TEST PIT WORK OR PROVIDE LOCATION SERVICE ARE REQUIRED TO AVOID

CONFLICTS WITH EXISTING UTILITIES AND STRUCTURES.

3. ANY CHANGES IN PIPING FROM THAT SHOWN ON THE DRAWINGS OR ALTERATIONS TO EXISTING ELECTRICAL, OR MECHANICAL SYSTEMS, EQUIPMENT OR EXISTING PIPING, TO AVOID CONFLICTS, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.

CHANGES SHALL BE APPROVED BY THE OWNER AND ENGINEER PRIOR TO CONSTRUCTION.

4. MAINTAIN AND PROTECT ALL OVERHEAD AND UNDERGROUND UTILITIES DURING CONSTRUCTION

PERIOD. WATER AND SEPTIC SERVICE INTERRUPTIONS WILL NOT BE ALLOWED.

5. ALL WATER PIPING SHALL MAINTAIN A MINIMUM COVER OF 36 INCHES UNLESS OTHERWISE

INDICATED. WATER MAIN SHALL BE INSTALLED AS REQUIRED TO ALLOW FOR A MINIMUM 18"

VERTICAL SEPARATION BETWEEN NEW WATER MAIN PIPING AND EXISTING UTILITIES. PROVIDE A POSITIVE GRADE FOR THE VERTICAL ALIGNMENT TO ELIMINATE THE FORMATION OF AIR POCKETS.

6. PROVIDE ALL CONNECTING PIECES AND TRANSITION PIECES REQUIRED TO MAKE FINAL PIPING

CONNECTIONS.

REMOVALS:

1. CONTRACTOR SHALL GIVE THE ENGINEER AT LEAST 7 DAYS NOTICE PRIOR TO STARTING

CONSTRUCTION.

2. ALL CONCRETE, EARTHWORK, BITUMINOUS AND STRUCTURES REMOVED FOR CONSTRUCTION

SHALL NOT BE INCORPORATED BACK INTO THE PROJECT PER PLAN. ALL DEBRIS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OUTSIDE THE PROJECT LIMITS

FOLLOWING SITTING CITY AND STATE REGULATIONS AND ORDINANCES.

3. SAWCUT BITUMINOUS PAVEMENT AT ALL DRIVEWAY AND EXISTING STREETS MATCH POINTS AND

AS DIRECTED BY THE ENGINEER IN THE FIELD.

4. THE CONTRACTOR SHALL SAWCUT PAVEMENT AS INDICATED ON THE PLANS TO SEPARATE THE

EXISTING MATERIAL TO BE REMOVED BY MEANS OF AN APPROVED SAW. SUITABLE GUIDELINES

OR DEVICES SHALL BE USED TO ASSURE CUTTING A NEAT, STRAIGHT LINE AS SHOWN ON THE

PLANS. CARE SHALL BE TAKEN BY THE CONTRACTOR SO AS NOT TO DAMAGE THE REMAINING

MATERIALS DIRECTLY ADJACENT TO THE MATERIALS TO BE REMOVED. ANY DAMAGE TO THE

EXISTING MATERIAL RESULTING FROM THE MATERIAL REMOVAL OPERATIONS SHALL BE REPAIRED

AT THE CONTRACTORS EXPENSE.

5. ENGINEER WILL MARK LIMITS OF REMOVALS. ADDITIONAL REMOVALS NEEDED FOR

CONSTRUCTION SHALL BE VERIFIED WITH THE ENGINEER PRIOR TO REMOVAL.

6. ALL KNOWN UTILITIES ARE SHOWN ON THE PLANS. ADDITIONAL UTILITIES MAY BE PRESENT WITHIN THE CONSTRUCTION LIMITS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE AND

PROTECT EXISTING UTILITIES.

7. NO TREES OR SHRUBS ARE TO BE REMOVED, UNLESS SPECIFICALLY MARKED FOR REMOVAL IN

THE PLANS, WITHOUT PRIOR APPROVAL OF THE ENGINEER.

8. PROTECT ALL FACILITIES NOT SPECIFICALLY DESIGNATED FOR REMOVAL.

9. SEQUENCE REMOVALS AS NECESSARY TO MAINTAIN OPERATION AND MINIMIZE DISRUPTION TO

UTILITY SERVICE.

SIGN (NON STREET NAME)

EDGE OF WOODED AREA

BUSH / SHRUB AND STUMP

DECIDUOUS AND CONIFEROUS TREE

BUILDING

RAILROAD TRACKS

STREET NAME SIGN

FENCE (UNIDENTIFIED)

SANITARY SEWER SERVICE & CLEANOUT

TRAFFIC SIGNAL

WATER SERVICE AND CURB STOP BOX

WATER MAIN, HYDRANT, VALVE AND MANHOLE

STORM SEWER, MANHOLE AND CATCH BASIN

SANITARY SEWER AND MANHOLE

PERMANENT EASEMENT

SOIL BORING

LIGHT POLE

OVERHEAD WIRE, POLE AND GUY WIRE

GAS MAIN, VALVE, VENT AND METER

BURIED TV CABLE, PEDESTAL AND MANHOLE

CULVERT AND APRON ENDWALL

FORCE MAIN AND LIFT STATION

RIGHT OF WAY

EXISTING

P-BUR

T T

G G

6" 6"

BURIED PHONE CABLE, PEDESTAL AND MANHOLE

BURIED FIBER OPTIC CABLE AND MANHOLEFO FO

TV-BUR

X BARBED WIRE FENCE

XC CHAIN LINK FENCE

XE ELECTRIC WIRE FENCE

XWD WOOD FENCE

XWW WOVEN WIRE FENCE

PLATE BEAM GUARDRAIL

CABLE GUARDRAIL

T-BUR

WETLANDWET

PROPERTY LINE

HANDHOLE

POST / BOLLARD

RETAINING WALL

HORIZONTAL CONTROL POINT

BENCHMARK

SURVEY MARKER

XX"

LIFT

BURIED ELECTRIC MANHOLE, CABLE, PEDESTAL,

TRANSFORMER AND METER

6+00

PROPOSED

STORM SEWER, MANHOLE AND CATCH BASIN

DRAIN TILE

CULVERT AND APRON ENDWALL

DITCH / SWALE

SANITARY SERVICE AND CLEANOUT

RIGHT-OF-WAY

TEMPORARY EASEMENT

PERMANENT EASEMENT

WATER SERVICE AND CURB STOP BOX

SANITARY SEWER, BULKHEAD AND MANHOLE

WATER MAIN, TEE, HYDRANT, BULKHEAD AND VALVE

FORCE MAIN

STREET CENTERLINE

CONSTRUCTION LIMITS

WATER VALVE MANHOLE, REDUCER, BEND AND CROSS

RIPRAP

STREET NAME SIGN

SIGN (NON STREET NAME)

RETAINING WALL

10,000 HYDROPNEUMATIC TANK

(8' DIA., 26' LONG)

PROPANE TANK

(TO BE RELOCATED)

GENERATOR PAD

(TO BE RELOCATED)

35' REAR SETBACK

' S

75' FRONT SETBACK

PAVED DRIVE

GRAVEL AREA

CHAIN LINK FENCE

PAVED DRIVE

ONE STORY

CMU

BUILDING

FFE = 651.90'

CONCRETE

STOOP

SHED

BENCHMARK:

X ON CONCRETE PAD

ELEV. = 660.37'

WELL W/

CONCRETE

PAD

CHAIN LINK GATE

(TO BE REMOVED)

U S

R T.

(N .B

E W

/W BENCHMARK:

IPF

ELEV. = 6647.18'

GRAVEL AREA

6" FLOOR DRAIN

(APPROXIMATE LOCATION)

6" PVC PIPE

6" FLOOR DRAIN OUTFALL

EXISTING CHAIN

LINK FENCE

(TO BE RELOCATED)

feetscale

10 2010

SEH Project Checked By Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

Sh or t E llio tt H en dr ick so n, Inc

Al l R igh ts

Re se rve d

REVISION SCHEDULE

REV. # DESCRIPTION DATE

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /27

/20

:22 P

M X:

\P T\

\5-fin al-ds gn

\51 -d ra wi ng s\1

0- Ci vil \ca d\d wg

\sh ee t\R

_E X.

dw g

9/28/2023BID DOCS

168434

9/28/2023

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

A W

No . 4

C02

TWW

WSW

EXISTING CONDITIONS,

EROSION & SEDIMENT

CONTROL NOTES AND

REMOVALS

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /27

/20

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M X:

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SURVEY NOTES:

1. EXISTING TOPOGRAPHY, UNDERGROUND UTILITY LOCATIONS AND PHYSICAL FEATURES ARE BASED ON FIELD SURVEY PERFORMED BY PERKINS & ORRISON IN JULY 2022. BENCHMARKS ARE SHOWN ON THE DRAWINGS. HORIZONTAL POSITION IS BASED ON VIRGINIA STATE GRID, NORTH ZONE, NAD-83(93). VERTICAL ELEVATION IS BASED ON NAVD88

DATUM.

2. PROPERTY BOUNDARY IS BASED ON GIS INFORMATION PROVIDED BY ALBEMARLE COUNTY. SEE BOUNDARY SURVEY, REF: DB 3515 PG 372 FOR BOUNDARY INFORMATION.

3. SURVEY WAS PROVIDED WITHOUT THE BENEFIT OF A TITLE REPORT AND MAY NOT INDICATE ALL ENCUMBRANCES UPON

THE PROPERTY.

4. THE PROPERTY IS LOCATED IN ZONE "X" UNSHADED (OUTSIDE OF THE 100 YEAR FLOOD HAZARD ZONE) AS DETERMINED BY

FEMA AS SHOWN ON PANEL #51003C0400D, DATED FEBRUARY 4, 2005.

5. ALL UTILITIES SHOWN ON DRAWINGS WERE VISIBLE AND/OR AS APPROXIMATELY MARKED BY MISS UTILITY (TICKET #A218801395 REV: 00A). CONTRACTOR SHALL FIELD VERIFY LOCATIONS OF ALL UTILITIES PRIOR TO CONSTRUCTION.

EROSION & SEDIMENT CONTROL NOTES:

1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED PRIOR TO SOIL DISTURBING

ACTIVITIES.

2. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL EROSION CONTROL MEASURES AS SHOWN ON THESE PLANS AND SPECIFICATIONS AND IMPLEMENT ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY, OR AS DIRECTED BY ENGINEER, IN ORDER TO PROTECT ADJACENT PROPERTY.

3. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE RESTORED WITH 6" OF TOPSOIL AND SEEDED AS

SHOWN IN THE EROSION CONTROL PLANS.

4. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR AN EROSION MANAGEMENT PLAN AND FOR THE IMPLEMENTATION AND MAINTENANCE OF THE PLAN. THE GENERAL CONTRACTOR SHALL CONTROL ON SITE EROSION SO AS NOT TO DISCHARGE ERODED MATERIAL ONTO ADJACENT PROPERTIES OR DOWN STREAM WITHOUT APPROVAL FROM THE OWNER AND THE ENGINEER. IF ANY EXCAVATION OR EMBANKMENT MATERIAL DOES FLOW ONTO EXISTING IMPROVEMENTS, THE CONTRACTOR SHALL IMMEDIATELY RECTIFY THE PROBLEM AND REPAIR DAMAGES.

35' REAR SETBACK

' S

75' FRONT SETBACK

PAVED DRIVE

GRAVEL AREA

CHAIN LINK FENCE

PAVED DRIVE

ONE STORY

CMU BUILDING

FFE = 651.90'

CONCRETE

STOOP

SHED

BENCHMARK:

X ON CONCRETE PAD

ELEV. = 660.37'

WELL W/

CONCRETE

PAD

NEW CHAIN LINK GATE

W/ ELECTRIC ACTUATOR

U S

R T.

(N .B

E W

/W BENCHMARK:

IPF

ELEV. = 6647.18'

PROCESS ROOM

SODIUM HYPOCHLORITE ROOM

FLUORIDE ROOM

18'

NEW CMU BUILDING

(SEE STRUCTURAL

SHEETS)

NEW 8' L x 4' W GENERATOR PAD

W/ RELOCATED GENERATOR &

NEW FUEL LINE

RELOCATED CHAIN LINK FENCE

(SEE DETAIL ON SHEET C04)XC

REROUTED WATER SUPPLY &

ELECTRICAL LINES FROM WELL

12'

NEW BUILDING

FFE = 652.50'

NEW DITCH LINE

NEW 4,000 GALLON

UNDERGROUND WASTE

STORAGE TANK

REROUTE 6" DRAIN LINE FROM

BUILDING FLOOR DRAIN

REQ'D:

(1) 6" 45° BEND

(1) CLEANOUT

NEW 6" FLOOR DRAIN

TO UNDERGROUND

WASTE STORAGE TANK

@ MIN. 1% SLOPE

NEW CLEANOUT (TYP)

(SEE DETAIL ON SHEET C04)

EXISTING 6" FLOOR DRAIN

(TO BE ABANDONED)

RELOCATED PROPANE STORAGE

TANK W/ NEW CONCRETE PAD

10' 5'

BOLLARD (TYP)

(SEE DETAIL ON SHEET C04)

SILT FENCE

(TYP)

SILT FENCE

(TYP)

CHAIIN LINK ELECTRIC ACTUATOR

NEW GATE TRAVEL PATH

(APPROXIMATE)

CUT & CAP 6" DRAIN LINE

(CAP BOTH ENDS OF PIPE).

REPAIR PAVED DRIVE IN KIND.

NEW 8" BACKWASH

WASTE LINE FROM

GAC UNIT

1' BURIED CONDUIT TO GATE OPENER

(COORDINATE WITH ELECTRICAL)

CONTRACTOR

STAGING AREA

TEMPORARY HYDROPNEUMATIC TANK

WITH INFLUENT/EFFLUENT HOSES.

CONTRACTOR TO USED EXISTING

PENETRATIOND IN NE CORNER OF

WTP & CONNECT TO INTERNAL PIPING.

CONCRETE STOOP

(SEE STRUCTURAL SHEETS)

EXISTING WELL DISCHARGE LINE IS 4" SCH 80

PVC. CUT EX. WATER WATER MAIN AND

INSTALL SCH 80 PVC 45° BEND FITTING TO

ALIGN WITH NEW FLOOR PENETRATION.

TRANSITION TO DIP 5' FROM WTP. PROVIDE

AWWA C906 DIP MH ADAPTER.

NOTE:

CONTRACTOR TO EXCAVATE AND PROVIDE TEMPORARY CONNECTION FROM EXISTING 4" SCH 80 PVC WELL DISCHARGE PIPING AND WTP INTERNAL PIPING. TEMPORARY CONNECTION SHALL REMAIN IN PLACE WHILE NEW WELL DISCHARGE PIPING AND WTP INTERNAL PIPING IS INSTALLED SUCH THE WTP

HAS A CONTINUOUS WATER SUPPLY FROM THE WELL. TEMPORARY THRUST BLOCKING SHALL BE

PROVIDED AT TEMPORARY CONNECTION TO THE SATISFACTION OF OWNER/ENGINEER TO PREVENT

MOVEMENT OF TEMPORARY PIPING.

SEH Project Checked By Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

Sh or t E llio tt H en dr ick so n, Inc

Al l R igh ts

Re se rve d

REVISION SCHEDULE

REV. # DESCRIPTION DATE

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /29

/20

:50

:55 P

M X:

\P T\

\5-fin al-ds gn

\51 -d ra wi ng s\1

0- Ci vil \ca d\d wg

\sh ee t\R

_S P.

dw g

9/28/2023BID DOCS

168434

9/28/2023

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

A W

No . 4 feetscale

10 2010

C03

TWW

WSW

SITE PLAN

Checked By Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

Sh or t E llio tt H en dr ick so n, Inc

Al l R igh ts

Re se rve d

REVISION SCHEDULE

REV. # DESCRIPTION DATE

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /29

/20

:51

:02 P

M X:

\P T\

\5-fin al-ds gn

\51 -d ra wi ng s\1

0- Ci vil \ca d\d wg

\sh ee t\R

_D T.

dw g

9/28/2023BID DOCS

168434

9/28/2023

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

A W

No . 4

C04

TWW

WSW

CIVIL DETAILS

: 1 2/1

1/2

2 5 :16

:38 P

M sw illi by

: 9 /29

/20

:51

:03 P

M X:

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FINISHED GROUND

LINE

COMPACTED

SUBGRADE

NOTES:

4' MIN

12" MIN

TYP

1/2" DIA

CRUSHED

ROCK

PIPE

GEOTEXTILE TYPE 4

MNDOT 3733

SUITABLE

MATERIAL

" M

Z O

N E

C04

PIPE BEDDING & TRENCH BACKFILL

NO SCALE

3/8" CROWN

8" DIA SCHEDULE 80 STEEL

PIPE BOLLARD EMBED IN

CONCRETE AND FILL WITH

CONCRETE. APPLY PAINT

PER SECTION 09 97 20.

1/2" EXPANSION JOINT

PAVEMENT SURFACE

AS INDICATED

12" 12"

4'-0"

1'-0" SQUARE

COAT AS SPECIFIED

STANDARD MACHINE SLICED

PREASSEMBLED

DIRECTION OF

RUNOFF FLOW

DIRECTION OF

RUNOFF FLOW

DIRECTION OF

RUNOFF FLOW

6" MIN.

4" MIN.

6" MIN.

2' M

D M

5 FT. MIN. LENGTH POST

AT 6 FT. MAX. SPACING

GEOTEXTILE FABRIC, 36'' WIDE

FABRIC ANCHORAGE TRENCH.

BACKFILL WITH TAMPED

NATURAL SOIL

" M

D M

5 FT. MIN. LENGTH POST

AT 6 FT. MAX. SPACING

STAPLES

GEOTEXTILE FABRIC, 36'' WIDE

FABRIC ANCHORAGE

TRENCH. BACKFILL

WITH TAMPED

NATURAL SOIL

5 FT. MIN. LENGTH POST

AT 6 FT. MAX. SPACING

GEOTEXTILE FABRIC, 36'' WIDE

T-

2' M

D M

" M

C04

BOLLARD DETAIL

NO SCALE

1. CONTRACTOR SHALL CONSTRUCT TRENCH AND PROVIDE PROTECTIVE

MEASURES AS REQUIRED TO COMPLY WITH OSHA REGULATIONS.

C04

SILT FENCE

NO SCALE

45° WYE

NOTE:

ALL PIPE SHALL BE

SDR35 W/GASKETED JOINTS

24"PVC SERVICE

4" RESIDENTIAL

6" COMMERCIAL

CLEANOUT CASTING

PVC PIPE

4" RESIDENTIAL

6" COMMERCIAL

45°

LONG SWEEP ELBOW

CONNECT TO

EXISTING OR

PLUG / CAP

IN LINE CLEANOUT

C04

SANITARY SEWER SERVICE CLEANOUT

NO SCALE

C04

JOINT RESTRAINT

NO SCALE

TIE TO FIRST FLANGE ABOVE FLOOR WITH

RESTRAINT PLATES

(2) "A" ASTM A307 TIE RODS COATED WITH

BITUMASTIC PAINT TO PREVENT CORROSION

AND ADHESION TO CONCRETE

1/2" EXPANSION MATERIAL AROUND PIPE

"D" RISER CLAMP (TWO HEAVY COATS OF

BITUMASTIC PAINT WHEN IN CONTACT WITH

CONCRETE)

(2) "B" ASTM A307 BENT RODS, 4" HOOKS

(16" MINIMUM EMBEDMENT) COAT RODS WITH

BITUMASTIC PAINT

BURIED MECHANICAL JOINT BEND (TEE SIMILAR)

MECHANICAL JOINT RESTRAINT (EBBA IRON

MEGA-LUG OR EQUIVALENT)(TYPICAL OF 2)

VERIFY PIPE SIZE AND DEPTH

(2) "A" ASTM A307 TIHE RODS TO FIRST JOINT

2 BOLT RISER CLAMP OR STAR BOLTS

"C" x "C" x "C" CONCRETE THRUST BLOCK

"A" 1 1/8"

3/4" 3/4" 3/4" 3/4" 5/8"

"B" 1" 1"

3/4" 3/4" 3/4" 5/8"

"C" 4'-0" 3'-8" 3'-0" 2'-5"

1'-10" 1'-8"

"D"

2 BOLT

4-BOLT

16" PIPE

12" PIPE

10" PIPE

8" PIPE

6" PIPE

4" PIPE

(TYP)

10' C/C

MAXIMUM

LINE POST

1 1/2"

6" RAIL SPLICE

1 1/2"

APPROX

LINE POST

NOTES:

TIES @

14" OC

TOP RAIL

LINE POST

POST CAP TIES @ 18" OC

TOP RAIL

CHAIN LINK FABRIC

GALV 7 GAGE COIL

SPRING STEEL

TENSION WIRE

LINE POSTLINE SECTION

POST CAP (TYP)

12"

DIA

12"

10' C/C

MAXIMUM

(TYP)

1 1/2" APPROX

3'-6"

NOTES:

1. TERMINAL POST END, CORNER OR PULL POST: STL

2 1/2"Ø NOM, 5.79 LB/FT.

2. LINE POSTS: STL. 2"Ø NOM, 3.65 LB/FT.

3. BRACE BARS: STL 1 1/4"Ø NOM, 2.27 LB/FT.

4. RAILS: 1.66"Ø NOM, 2.27 LB/FT.

5. PULL POST SPACING SHALL NOT EXCEED 500 FEET.

6. ATTACH TENSION WIRE TO TERMINAL POSTS W/

TENSION CLAMPS.

7. WIRE TIES SHALL BE 9 GAGE GALV STEEL OR 0.179

MIN ALUM ALLOY CONFORMING TO ASTM B211,

ALLOY 1100-H18. USE 12 1/2 GA GALV STEEL HOG

RINGS FOR TENSION WIRE TIES.

8. PROVIDE SLEEVE AT RAIL SPLICES.

9. TOP OF CONCRETE ANCHORAGE SHALL BE

CROWNED 1" ABOVE NATURAL GROUND.

10. A CONCRETE ANCHORAGE SHALL BE USED FOR

ALL TERMINAL POSTS AND LINE POSTS.

11. CHAIN LINK FABRIC: GALV STEEL 9 GAGE, 2" MESH

WITH TWISTED SELVAGE TOP AND BOTTOM.

12. MATCH EXISTING FOR ANY DEVIATION BETWEEN

EXISTING AND DETAIL.

13. FENCING SYSTEM SHALL BE BLACK POLY-COATED

TO MATCH EXISTING.

TOP RAIL CONNECT TO

TERMINAL POST WITH

BRACE BAND WITH CUP

CHAIN LINK FABRIC

BRACE BAR,

CONNECT TO POSTS

WITH BRACE BAND

WITH CUP (TYP)

3/8"Ø TRUSS ROD (TYP)

1/4" X 3/4" FLAT

STRETCHER BAR

WITH BAND

CLAMPS @ 12"

GATE PULL, END OR CORNER POST & ADJACENT LINE POST

POST CAP (TYP)

TERMINAL POST

(GATE PULL, END

OR CORNER POST)

LINE POST

ALTERNATE

BRACE BAR

LOCATION

GALV COIL

SPRING STEEL

TENSION WIRE

SEH Project Checked By Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

Sh or t E llio tt H en dr ick so n, Inc

Al l R igh ts

Re se rve d

REVISION SCHEDULE

REV. # DESCRIPTION DATE

: 1 0/1

7/2

2 1 2:0

9:4 7 P

M sw illi by

: 9 /27

/20

:43 P

M X:

\P T\

\5-fin al-ds gn

\51 -d ra wi ng s\1

0- Ci vil \ca d\d wg

\sh ee t\R

_D T.

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9/28/2023BID DOCS

168434

9/28/2023

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

A W

No . 4

C05

TWW

WSW

CIVIL DETAILS

: 1 2/1

1/2

2 5 :16

:38 P

M sw illi by

: 9 /27

/20

:44 P

M X:

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C05

FENCE DETAIL

NO SCALE

C05

SLIDING ACCESS GATE

NO SCALE

BAR SIZE

VERTICAL

(note a)

HORIZONTAL

(note b) fc' = 3000 psi (note c) fc' = 4000 psi fc' = 6000 psi

CLASS B REINFORCING BAR LAP SPLICE TABLE

(note d, e, & f)

VERTICAL

(note a)

HORIZONTAL

(note b)

VERTICAL

(note a)

HORIZONTAL

(note b)

#10

#11

21"

29"

36"

43"

62"

71"

80"

91"

100"

28"

37"

46"

56"

81"

93"

104"

118"

131"

19"

25"

31"

37"

54"

62"

70"

78"

87"

24"

32"

40"

48"

70"

80"

90"

102"

113"

15"

20"

25"

30"

44"

50"

57"

64"

71"

20"

26"

33"

39"

57"

66"

74"

83"

92"

STD 90°

HOOK

10"

12"

14"

16"

19"

22"

24"

a. Vertical bars; and horizontal or diagonal bars with less than 12" of concrete placed below them.

b. Horizontal or diagonal bars with 12" or more of concrete placed below them.

c. Use fc' = 3000 psi values for masonry rebar laps. Do not lap splice bars bigger than #8 in masonry. Break off fins in cores of 6" CMU.

d. For epoxy coated bars, multiply these values x 1.20.

e. For laps between different bar sizes, use the greater of these values based on the smaller bar, or these values based on the bigger bar divided by 1.30.

f. Hoop bar laps shall be staggered such that splices do not overlap with bars above, below, or on opposite faces.

SEH Project

Checked By

Drawn By

Project Status Issue Date

This drawing is an instrument of service and shall remain the property of Short Elliott Hendrickson, Inc.

(SEH). This drawing, concepts and ideas contained herein shall not be used, reproduced, revised, or retained without the express written approval of SEH.

Project Owner

S ho rt E lli ot t H en dr ic ks on

, I nc

A ll

R ig ht s

R es er ve d

C O

P Y

H T

N o.

RIVANNA WATER & SEWER AUTHORITY

695 MOORES CREEK LANE

CHARLOTTESVILLE, VA 22902

GENERAL STRUCTURAL

NOTES

A N

A W

A T

E R

A N

D S

E W

E R

A U

T H

O R

E M

A R

O U

N T

168434

R E

D H

W A

T E

R T

R E

A T

M E

N T

P G

R A

G E

BID DOCS 9/28/2023

S001

GENERAL STRUCTURAL NOTES

1. These notes do not replace the specifications but are to be read in conjunction with them. Any discrepancies or conflicts between the two shall be brought to the attention of the Structural Engineer of Record (SER) for resolution. In these Notes and the Specifications, the word “shall” means “has a duty to.”

2. These drawings are for this specific project (SEH project number RIVAN-168434) and no other use is authorized. Contact SER, Ariel Christenson at SEH 651-357-8111.

GOVERNING BUILDING CODE:

2018 Virginia Uniform Statewide Building Code 2018 International Building Code as adopted and amended by the state building code

DESIGN CODES AND STANDARDS:

ACI Manual of Concrete Practice ACI 318, 301 Building Code Requirements & Specifications for Structural Concrete ACI 350 Environmental Engineering Concrete Structures ACI 530 / TMS 402 / ASCE 5 Building Code Requirements & Specifications for Masonry Structures AISI S100 North American Specification for the Design of Cold-Formed Steel Structural Members CRSI Manual of Standard Practice

DESIGN LOADS PER ASCE 7-16

Risk category III

1. Live load:

Floor slabs 150 PSF UNO Roof live load 20 PSF

2. Dead load:

Superimposed roof load 10 PSF

3. Snow loads:

Ground snow load 30 PSF Importance factor 1.10 Roof snow load 33 PSF + drifting & unbalanced Snow exposure factor 1.0 Thermal factor 1.0 Rain loads n/a

4. Rain Load Intensity: 3.06 in/hr

5. Wind loads:

Wind speed (3 sec gust) 118 mph Wind exposure C Mean roof height 10 feet Kd 0.85 Kzt 1.0 G 0.85 (rigid building) Structure is: Partially Enclosed Internal press coef +/-0.55 Interior walls 5 PSF lateral load

Manufacturers of items to be installed outdoors (tanks, antennae, etc.) shall provide wind loading calculations signed and sealed by an engineer licensed in the state of the project.

See Bar Joist sections of these Notes for specific uplift requirements.

6. Seismic loads:

Site class D Ss 0.226 g S1 0.059 g Fa 1.6 Fv 2.4 Sds 0.241 g Sd1 0.094 g Ie 1.25 Seismic design category B

7. Soil criteria:

Allowable soil bearing pressure(assumed) 3,000 PSF Dewater as required to keep excavations dry Frost depth 24 inches (heated building)

36 inches (unheated structure) Anticipated max differential settlement 1/2 inch Anticipated max total settlement 1 inch

Sand backfill (per geotechnical report):

Wet unit weight 115 PCF Subgrade modulus 125 PCI

DESIGN / CONSTRUCTION CRITERIA

1. The contractor shall verify dimensions and conditions before construction and notify the engineer of any discrepancies, inconsistencies, or difficulties affecting the work before proceeding.

2. All material, workmanship, and details shall be in accordance with typical competent construction practices, current manufacturer’s recommendations, and all applicable codes and government regulations.

3. Any material used in contact with drinking water shall be demonstrated to meet NSF 61.

4. The contractor shall coordinate all disciplines, verifying size and location of all openings, whether shown on structural drawings or not, as called for on process, architectural, mechanical, electrical or other drawings. All conflicts, inconsistencies, or other difficulties affecting structural work shall be called to the architect and engineer's attention for direction before proceeding.

5. Equipment and structural anchor rod sizes, types, embedment, and patterns shall be verified with the manufacturer or fabricator. All anchor patterns shall be templated to ensure accuracy of placement.

6. The contractor shall supply all necessary temporary bracing, shoring, guying, or other means to avoid excessive stresses and to hold structural elements in place during construction.

7. Job site safety (including excavations) is the sole responsibility of the general contractor and their subcontractors.

8. The engineer is not responsible for construction means, methods, techniques or practices. Where drawings and details imply this, they are provided to show final construction. If contractor desires to use different means and methods than implied by these drawings, submit similar details for review.

9. Standard or typical structural details are intended to illustrate design concepts and to specify material and required physical dimensions matching or similar to the referenced locations in the drawing set.

Standard details apply whether or not they are cut on the drawings.

10. All architectural, mechanical, and electrical components shall be designed and installed to resist the controlling condition of operational forces or seismic forces in accordance with IBC and these notes.

Component seismic attachments shall be bolted, welded, or otherwise positively fastened without consideration of frictional resistance due to gravity. A continuous load path of sufficient strength and stiffness shall be provided between the component and supporting structure. Connections for both orthogonal horizontal directions shall be designed and sealed by the contractor’s engineer, currently licensed in the Commonwealth of Virginia. Component reaction forces shall be submitted to the SER for confirmation that supporting structure can withstand reaction forces.

11. There is no provision for future vertical or horizontal expansion in the design.

EXISTING CONSTRUCTION

1. Before proceeding with any work within the existing facility, the contractor shall familiarize themself with existing structural and other conditions. It shall be the contractor's responsibility to design, provide, and erect all necessary bracing, shoring and other safeguards to maintain all parts of the existing work in a safe condition during the process of demolition and construction and to protect from damage those portions of the existing work which are to remain.

2. The contractor shall field verify the dimensions, elevations, etc. necessary for the proper construction and alignment of the new portions of the work to the existing work. The contractor shall make all measurements necessary for fabrication and erection of structural members. Any discrepancy shall be immediately brought to the attention of the engineer.

3. Any existing construction damaged in the removal of adjacent elements shall be replaced at the contractor's expense.

4. Where existing concrete elements are to be demolished and reinforcing is not required to remain, cut existing reinforcing flush with concrete to remain and coat with epoxy, unless covered with concrete in final construction.

FOUNDATIONS

1. CAUTION: Existing underground utilities may exist anywhere on the site. Notify owner and Miss Utility (Virginia) va811 (811 or 800-552-7001) prior to disturbing any grade or excavation.

2. Material Definitions and Gradations:

a. Non-frost-susceptible fill

• 100% passing 1” sieve

• < 50% passing #40 sieve

• < 6% passing #200 sieve

• < 2% organic content

b. Aggregate Base

• 100% passing 1” sieve

• 70-100% passing 3/4” sieve

• 45-90% passing 3/8” sieve

• 35-80% passing #4 sieve

• 20-65% passing #10 sieve

• 10-35% passing #40 sieve

• 3-10% passing #200 sieve

• < 2% organic content

• Large aggregates through #4 have minimum 25% fractured faces or crushed (per gradation)

c. Aggregate Filter/Base

• 100% passing 1” sieve

• 85-100% passing 3/4” sieve

• 45-90% passing 3/8” sieve

• 20-60% passing #4 sieve

• 0-10% passing #10 sieve

• 0-6% passing #200 sieve

• < 2% organic content

• Large aggregates through #4 have minimum 75% fractured faces or crushed

d. Granular Structural Backfill

• 100% passing 1” sieve

• 0-65% passing #10 sieve

• 0-65% passing #40 sieve

• 0-10% passing #200 sieve

• < 2% organic content

3. Structural foundations consist of wall and spread footings established on material capable of safely supporting 3,000 PSF as recommended by Schnabel Engineering, LLC in report 22430029 dated 08/17/22. The structural engineer is not responsible for the accuracy or content of the subsurface soil conditions described in the specifications, test borings, or geotechnical report. A licensed geotechnical engineer shall be present during construction to test, inspect and verify all assumed soil conditions as required.

4. Foundation and basement walls shall be adequately braced during backfilling and compaction to prevent movement or structural damage. Bracing shall remain in place until permanent bracing is in place and until concrete achieves sufficient strength to resist imposed loads.

5. Limit compaction to hand operated power equipment within 8 feet of wall.

6. Away from walls, place fill in 8 inch loose lifts and compact to 95 percent Standard Proctor beneath foundations, 95 percent otherwise.

7. When placing compacted fill adjacent to foundation walls and piers, place backfill at equal rates on both sides to prevent overturning or structural damage.

8. Contractor shall provide for dewatering at excavations from either surface water or seepage.

9. Moisture content in soils beneath building locations should not be allowed to vary after footing excavations and after grading for slabs on grade are completed to a degree that would de-stabilize the compacted soil. If subgrade materials become desiccated or softened by water or other conditions, remove and replace with engineered fill as recommended by the geotechnical engineer. Do not place concrete on frozen ground, nor allow ground beneath foundations to freeze. All foundation work shall be placed on substrate approved and tested by geotechnical engineer of record.

10. Do not place backfill on frozen subgrade. Do not place frozen backfill.

11. Slabs on grade shall be constructed on a subgrade of new compacted structural fill compacted to at least 95 percent of its maximum dry density (standard proctor), and 6 inches of Aggregate Base or Aggregate Filter/Base (as defined above) or VDOT No. 21A/B dense-graded aggregate below the slab compacted to 100 percent standard proctor density unless noted otherwise in geotechnical report. In wet or potentially wet situations, use

Aggregate Filter/Base (as defined above).

12. Grading: where not specifically shown on the plans, it is intended that all excavated and backfilled areas shall be graded to slope away from buildings and other structures.

CONCRETE

1. An independent testing agency shall cast 4 six inch test cylinders (5 if 56 day strength is allowed) or an additional cylinder iffour inch cylinders are used, for each 75 cubic yards of each concrete mix placed or for each day's operation, whichever is the lesser amount. The testing agency shall cast, cure, and test the specimens in accordance with ASTM C31 and ASTM C39. Air, temperature, and slump shall be tested at minimum for the first truck and every third truck thereafter (1st, 4th, 7th, etc.) or when a change in properties is noticed, at the final location (test after pump, not at truck).

2. The contractor shall be responsible for the design of formwork to comply with the dimensions indicated on the plans, maintaining proper alignment during.

All concrete except as noted in the following paragraphs shall meet the following requirements:

• Compressive Strength f’c = 4,000 PSI min at 28 days

• Water / (cement + pozzolan) ratio 0.45 max (0.40 max if exposed to sulfates)

4. Concrete used in exterior flatwork and stoop slabs shall meet the following requirements:

• Compressive Strength f’c = 4,500 PSI min at 28 days

• Water / (cement + pozzolan) ratio 0.45 max

• Portland cement content 450 pounds per cubic yard min

5. Concrete used in footings shall meet the following requirements:

• Compressive Strength f’c = 3,000 PSI min at 28 days

• Water / (cement + pozzolan) ratio 0.48 max

6. Concrete and grout exposed to frost (including foundation walls) shall be air entrained 6% +/- 1%.

7. Slump shall be 4 inches +/- 1 inch without water reducing admixtures. With water reducing admixtures, concrete mix design shall state design slump and field tests shall be +/- 1 inch. Slump is used primarily as a measure of concrete consistency, truck to truck. If slump is outside these ranges, water content (water: cementitious ratio) shall be checked against allowable; and concrete rejected, accepted, or adjusted on that basis.

8. Mix designs shall take account of heat of hydration in mass concrete (over 28 inches thick).

9. Water-reducing admixtures conforming to ASTM C494 added to the mix at manufacturer's dosage rates may be used for improved workability.

10. Do not add water to concrete at the jobsite without written approval of the SER, and in no case in excess of the water in the approved mix design.

11. No chloride containing admixtures are allowed.

12. Concrete used in areas subject to de-icing salts (including stoop slabs, exterior stairs, aprons, and reinforced sidewalks) shall have Cortec MCI added to the mix at manufacturer’s recommended dosage rates.

13. All concrete is normal weight unless specifically noted otherwise.

14. Cement shall be Portland cement type 1 conforming to ASTM C150 or Portland Limestone Cement type 1L conforming to ASTM C595. Up to 30% cement can be replaced with flyash and up to 50% with GGBFS (50% combined max.). Aggregate for normal weight concrete shall conform to ASTM C33. Water is to be potable or demonstrated to have no harmful effects on concrete. Fly ash shall be demonstrated by test to contain minimum 18 percent CAO except as noted in next paragraph. When fly ash is used in concrete to be air entrained, air entraining shall be adjusted as required for LOI per recent experience of ready mix supplier.

15. For structures exposed to hydrogen sulfate or soil sulfates, cement shall be Portland cement type 2 conforming to ASTM C150, with C3A content less than 8% by mass. Between 30% and 40% of cement shall be replaced with class "F" flyash with CAO content not exceeding 15%; and up to 10% with GGBFS with Al2O3 content less than 11 percent by mass (50% combined fly and GGBFS max.). Maximum w/(c+p)=0.40. Air entrain 7% +/-1.5%, adjusting as required for fly ash content. Aggregate for normal weight concrete shall conform to ASTM C33. Water is to be potable or demonstrated to have no harmful effects on concrete. Fly ash used in concrete to be air entrained shall have air entraining adjusted as required for LOI per recent experience of ready mix supplier.

16. Measured from the time water and cement are batched together, no more than 90 minutes shall elapse until concrete is placed. This time shall be reduced by two minutes for every degree that concrete temperature exceeds 75 degrees Fahrenheit. These criteria may be relaxed by the use of set-controlling admixtures.

17. Protect concrete in accordance with ACI 305 and ACI 306 for hot weather concreting and cold weather concreting respectively. In cold weather, heat is required if outside temperature falls below 30 degrees any time during first three days. Reinforcing shall be 40 degrees or warmer at time of concrete placement. Concrete temperature shall be recorded every morning and shall be kept above 40 degrees in all locations for 7 days. Concrete shall not be exposed to combustion products (use electric heat, ducted heater or ground thaw). Keep protection in place minimum 24 hours after cessation of heating to provide gradual cool-down.

18. When air temperature is above 85 degrees, provide mist, shading, windscreens and other protection as required for 12 hours after placing.

19. Concrete being placed shall be protected from rain. If rain falls on concrete before it has set, or within 3 hours of placement in any event, contractor shall bear cost of testing to prove concrete is unaffected, and shall remove and replace affected concrete to the satisfaction of the engineer.

20. Wet cure (poly and burlap or proprietary blankets kept moist daily) for a minimum of 7 days; sides of footings may be buried after 24 hours. Add one day of cure for flyash in excess of 15 percent or GGBFS in excess of 10 percent of cementitious. Contractor is responsible for staining caused by burlap in visible areas. Spray-on curing compounds shall not be used as a substitute for wet curing without written permission of the SER except as follows. Liquid-containing structures must use a wet cure on all surfaces. Spray-on curing compounds may be substituted for wet curing in areas of non-liquid-holding structures that are not visible in the final condition and in liquid holding structures in winter conditions where water curing may be hazardous or difficult.

When spray-on curing compounds are used, they should be applied in two layers perpendicular to each other and according to manufacturer’s instructions.

21. Cementitious grout shall be non-shrink and non-metallic grout. Place according to manufacturer’s recommendations and trim neatly where visible.

22. Coordinate with other trades for sleeves, conduit, electrical grounding wires, inserts, underground utilities, and other items to be embedded into concrete and verify that they are properly installed and supported before casting concrete. Holes through slab or wall shall leave minimum 1 inch clear to reinforcing;

shift reinforcing as required. Placement of such items shall be coordinated with reinforcing placement where they would otherwise displace each other. For instance, in areas with a single mat of reinforcing, east-west conduit should be placed with east-west reinforcing and north-south conduit is placed with north-south reinforcing.

23. Embedments shall not significantly impair the strength of the structure and shall not reduce fire protection. In no case shall embedments violate the required concrete cover. Conduit and pipes, with their fittings, embedded in concrete shall not be larger in outside dimension than 1/3 the overall thickness of slab, wall, or beam in which they are embedded and shall not be spaced closer than three diameters on center. Conduit and pipes placed within 2 feet below bottom of slabs and footings shall not be spaced closer than three diameters on center and shall be encased in CLSM or concrete vibrated to flow around conduit.

24. No uncoated aluminum items shall be embedded in any concrete. All aluminum surfaces in direct contact with concrete shall receive one coat of 8-12 mil dry film thickness bitumastic.

25. Unless shown on drawings, concrete shall be placed without construction joints except where specifically shown on shop drawings approved by the engineer. The contractor shall submit shop drawings showing additional or alternate construction joint locations to the engineer for approval.

26. Bevel all exposed corners of concrete 3/4"x3/4".

27. Verify size and location of all equipment bases and housekeeping pads.

28. All cast-in-place concrete floors on grade shall be provided with a min. 1/8" per FT slope to floor drains unless noted otherwise. All interior slabs on grade shall be placed over 10 MIL vapor retarder meeting ASTM E1745 class A, with joints welded or lapped and sealed according to manufacturer’s recommendations. Vapor retarder shall permit less than 0.01 perm after conditioning. All damage and penetrations shall be sealed according to manufacturer’s recommendations.

JOINTS IN CONCRETE STRUCTURES

1. Because of the effects of concrete consolidation, workmanship, detailing, cure, temperature, aggregate size, and other factors; Contractor is responsible for cracking in slabs and walls of structures, and shall repair any leaking cracks by sealing, injecting, or otherwise filling them. Where sealing is judged necessary by either Contractor or Engineer, Contractor shall submit material and description of sealing to be used for review by Engineer. Note that crystalline waterproofing will heal tight cracks (less than approximately 1/64”) over time in warm temperatures, but wide cracks or leak tests attempted in cold temperatures will require additional measures. Any wall which is or may be subject to external groundwater is considered liquid holding.

2. Contractor is encouraged to use well-graded aggregate larger than ¾”; fiber reinforcing; shrinkage reducing admixtures; crystalline waterproofing;

extended moist cure; and other means to reduce shrinkage. If used, crystalline waterproofing shall be used at the manufacturer’s recommended dosage.

3. Concrete slabs on grade in structures:

a. Contraction joint spacing in non-liquid-holding steel-reinforced slabs on grade (building floors) shall be spaced at a maximum of 24 x Thickness, but not more than 15 feet, in each direction. Contraction joint spacing in fiber-reinforced slabs on grade shall be spaced at a maximum of 30 x Thickness, but not more than 18 feet, in each direction. A slab of dimension 20 feet or less does not need to be divided by a contraction joint in that direction except as required by aspect ratio. The aspect ratio of any panel shall not exceed 1.50. Unless noted on drawings, Contractor shall submit proposed contraction joint spacing for review. Where slab is reinforced with bars #4 or greater, cut or interrupt every other bar at each contraction joint. Joint depth shall be slab thickness / 4, with a minimum of 1”. If sawcut, joints shall be cut as soon as it is possible to do so without raveling the concrete, but no later than 12 hours after placement.

b. Construction joints in building floor slabs on grade shall provide for shear transfer across the joint, using plate dowels such as Diamond dowels.

Round or square dowel rods shall not be used. Reinforcing bars may be used where shown on drawings, e.g. at stoop or apron joints. Plate dowels shall be sized per manufacturer’s recommendations and spaced at manufacturer’s recommended spacing (18 inches max for wheeled traffic on slab, 24 inches max otherwise). If subject to de-icing salt, plate dowels shall be galvanized or epoxy coated.

WATERSTOPS

1. Waterstops in new construction shall be 6-inch PVC, center bulb, ribbed, unless specifically noted otherwise.

2. At splices, miter all intersecting connections at 45 degrees and use a manufacturer approved heating iron to make full contact butt joints.

3. For construction joints at hardened concrete, hydrophilic waterstops may be proposed by the contractor in lieu of adhered split-T PVC waterstop.

Such material shall be selected considering water head to be resisted, concrete cover in all directions, reinforcing present through the joint, and whether waterstop is continually immersed. Contractor’s proposal shall include waterstop information and contact information for a technical representative of the waterstop supplier along with the representative’s written recommendation of the type of waterstop to be used. Hydrophilic waterstop shall not be used unless this process is followed.

REINFORCING STEEL

1. All concrete is reinforced concrete unless specifically called out as unreinforced. Reinforce all concrete not otherwise shown with same steel as in similar sections or areas. Any details not shown shall be detailed per ACI 315 and meet requirements of ACI 318, current editions.

2. All reinforcing steel shall conform to the requirements of ASTM A615 grade 60 steel. Reinforcing steel shall not be welded without authorization of the SER, and if welded shall be A706 grade 60 steel. Reinforcing to be welded shall only be welded to structural steel, not other reinforcing, unless specifically noted on the drawings. Welded plain wire fabric shall be supplied in sheets, not rolls, and conform to the requirements of ASTM A185.

3. Clear minimum cover of concrete over reinforcing steel shall be as follows unless specifically noted otherwise:

• 3" Concrete placed against earth

• 2" All other concrete

4. All reinforcing shall be tied to crossing reinforcing on at least every other bar (every bar at perimeter), and sufficiently to resist displacement from workers and placement of concrete.

5. All footing dowels shall be accurately positioned and wired in place before casting footing concrete. Where not noted, provide and install hooked dowels of same size and spacing as vertical reinforcement in all columns and walls. Position all anchor bolts with templates.

6. Bar lap lengths in concrete and 90 degree end hooks shall be in accordance with the bar lap table unless noted otherwise. This table lists class ‘B’ laps. For epoxy coated reinforcing steel, increase lap length by 50% with c-c bar spacing < 6db and cover to center of bar <3db, otherwise increase by 20%. For masonry reinforcing, use fc’ = 3000 psi values.

7. Bars marked continuous, corner bars, and all vertical steel shall be lapped in accordance with table above at splices and embedments, unless shown otherwise. Splice top bars near midspan and splice bottom bars over supports, unless noted otherwise.

8. Slabs on ground with a single mat of reinforcing may be reinforced with FRP bars such as Gator Bar or similar, substituted one for one (same bar size and spacing) as the steel reinforcing called for on the drawings. FRP bar may not be substituted for steel reinforcing for any other purpose without written permission from the SER.

9. Bar support accessories shall be as specified in latest edition of the ACI detailing handbook and the concrete reinforcing steel institute design handbook. Maximum accessory spacing shall be 4'-0" on center, and all accessories on exposed surfaces shall have plastic coated ends. Chairs shall be supported on sand plates as required to keep from sinking into subgrade. WWF shall be supported by continuous bolsters or bars on chairs sufficiently close to prevent sheets from sagging appreciably during concrete placement. Support rebar used at contractor’s option shall be extra bars supplied by contractor, not taken from design reinforcing.

10. Where potentially exposed to de-icing salts; stoop, apron, sidewalk and floor reinforcing shall be epoxy coated.

CONCRETE REPAIR

1. Locate and remove areas of loose, delaminated, or damaged concrete. Saw cut outside perimeter of damaged areas to a minimum depth of approximately 3/4 inch; do not cut reinforcing. Tally areas removed for payment. Sandblast area to be patched and blow clean. Protect surroundings and workers from dust and hazards associated with this work.

2. Where half or more of the perimeter of reinforcing bar is exposed, bond between reinforcing bar and surrounding concrete is broken, or reinforcing bar is corroded, remove concrete from entire perimeter of bar to provide minimum 3/4 inch clearance behind bar. Clean and coat exposed surface of bar with bonding agent (Sika Armatec 110, Sonoprep, or Euclid Corr-Bond).

3. Dampen patch area and apply mortar scrub coat, keeping moist until patch is applied.

4. Patch with polymer-modified cementitious patching mortar (Dayton Superior HD-50, Euclid Verti-coat, Master Builders Emaco

R320, Sikatop 121, or Sonopatch 100). Cure according to manufacturer’s recommendations.

CONCRETE SEALING

1. Shotblast areas to be sealed.

2. Repaint parking lines, handicap symbols and other paint to match existing, using paint acceptable to the owner.

3. Apply 100 percent solids sealer according to…

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File details come from the government source that posted it. Updated Apr 2, 2024.