Drawings Set 2 of 2 657A4-22-309 59 pages.pdf

PDF 9 MB Posted Jul 23, 2025

Attached to: Z1NE--657A4-22-309, Fire Main and Water Storage
Solicitation number: 36C25525R0099
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 15

About this file

Written by GovTribe AI · Jul 23, 2025

This is a set of engineering and architectural drawings for a Veterans Affairs (VA) medical center project to replace fire main and water storage infrastructure at the John J. Pershing VA Medical Center in Poplar Bluff, Missouri. The comprehensive drawing set includes detailed plans for landscape demolition, mechanical systems, electrical infrastructure, plumbing, structural elements, and site layouts across multiple sheets, covering Building 24 and associated utility systems.

The project involves completely replacing the campus fire water lines, hydrants, valves, and water storage system to ensure a 96-hour standby water supply. Key components include installing a new water tower, removing existing below-grade storage tanks, and upgrading fire protection infrastructure. The project is a Service-Disabled Veteran-Owned Small Business (SDVOSB) set-aside with an estimated cost between $10-20 million and a 520-calendar day performance period. The solicitation is expected to be available for download around June 20, 2025, with a single mandatory site visit to be scheduled, and the procurement will use a Best Value Lowest Price Technically Acceptable source selection process.

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Other files

File	Type	Posted
Drawings Set 1_2 657A4-22-309 62 pages.pdf	PDF	Jul 23, 2025
36C25525R0099_1 7-23-25.docx	DOCX document	Jul 23, 2025
Final Specifications 657A4-22-309 Replace Fire Mains and Water Storage Rev052225 1370 pages.pdf	PDF	Jul 23, 2025
657A4-22-309 Replace Fire Mains and Water Storage 100 Final Geotechnical Report.pdf	PDF	Jul 23, 2025
36C25525R0099.docx	DOCX document	Jun 10, 2025

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A. VERIFY ALL PLAN DIMENSIONS PRIOR TO THE START OF CONSTRUCTION.

CONTACT THE VHA COR TO ADDRESS QUESTIONS OR TO CLARIFY ANY

DISCREPANCIES.

B. CONTRACTOR MUST CONFIRM THAT SITE CONDITIONS ARE SIMILAR TO THE

PLANS, WITHIN TOLERANCES STATED IN THE CONTRACT DOCUMENTS, AND

SATISFACTORY TO THE CONTRACTOR PRIOR TO START OF WORK. SHOULD

SITE CONDITIONS BE DIFFERENT THAN REPRESENTED ON THE PLANS OR

UNSATISFACTORY TO THE CONTRACTOR, THE CONTRACTOR MUST

CONTACT THE VHA COR FOR CLARIFICATION AND FURTHER DIRECTION.

C. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL UTILITY

LOCATES PRIOR TO ANY EXCAVATION. REFER TO CIVIL DEMOLITION PLANS

FOR APPROXIMATE UTILITY LOCATIONS AND DETAILS. NOTIFY VHA COR IF

EXISTING OR PROPOSED UTILITIES INTERFERE WITH THE ABILITY TO

PERFORM WORK.

D. THE CONTRACTOR IS RESPONSIBLE FOR THE COST TO REPAIR UTILITIES,

ADJACENT OR EXISTING LANDSCAPE, ADJACENT OR EXISTING PAVING, OR

ANY PUBLIC AND PRIVATE PROPERTY THAT IS DAMAGED BY THE

CONTRACTOR OR THEIR SUBCONTRACTOR'S OPERATIONS DURING

INSTALLATION, ESTABLISHMENT OR DURING THE SPECIFIED MAINTENANCE

PERIOD. ALL DAMAGES MUST BE REPAIRED TO PRE-CONSTRUCTION

CONDITIONS AS DETERMINED BY THE VHA COR. CONTRACTOR IS

RESPONSIBLE FOR LOGGING ANY EXISTING DAMAGES PRIOR TO START OF

CONSTRUCTION AND DURING THE CONTRACT PERIOD.

E. ALL WORK MUST BE CONFINED TO THE AREA WITHIN THE CONSTRUCTION

LIMITS AS SHOWN ON THE PLANS. ANY AREAS OR IMPROVEMENTS

DISTURBED OUTSIDE THESE LIMITS MUST BE RETURNED TO THEIR

ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. IN THE EVENT THE

CONTRACTOR REQUIRES A MODIFICATION TO THE CONSTRUCTION LIMITS,

WRITTEN PERMISSION MUST BE OBTAINED FROM THE VHA COR PRIOR TO

ANY DISTURBANCE OUTSIDE OF THE LIMITS OF WORK.

F. COORDINATE SITE ACCESS, STAGING, STORAGE AND CLEAN-OUT AREAS

WITH CIVIL PLANS AND WITH VHA COR.

G. CONTRACTOR IS RESPONSIBLE FOR PROVIDING TEMPORARY SAFETY

FENCING AND BARRIERS AROUND ALL IMPROVEMENTS SUCH AS WALLS,

EXCAVATIONS, ETC. ASSOCIATED WITH THEIR WORK UNTIL SUCH

FACILITIES ARE COMPLETELY INSTALLED PER THE PLANS, SPECIFICATIONS

AND MANUFACTURER'S RECOMMENDATIONS.

H. THE CONTRACTOR MUST PREVENT SEDIMENT, DEBRIS, AND ALL OTHER

POLLUTANTS FROM EXITING THE SITE OR ENTERING THE STORM SEWER

SYSTEM DURING ALL DEMOLITION AND CONSTRUCTION OPERATIONS THAT

ARE PART OF THIS PROJECT.

I. KEEP THE PREMISES CLEAN AND ORDERLY DURING CONSTRUCTION.

DISPOSE OF ALL REMOVED MATERIALS AT AN APPROVED DUMP SITE

WITHIN 24 HOURS OF REMOVAL.

J. PROTECT EXISTING TREES AND VEGETATION INDICATED TO REMAIN.

PROTECT AGAINST UNNECESSARY CUTTING OR SKINNING OF ROOTS,

BRANCHES OR BARK. DO NOT SMOTHER TREES OR VEGETATION WITH

STOCKPILE MATERIAL. DO NOT PARK VEHICLES WITHIN DRIP LINE OF

TREES. PROTECT TREES AND VEGETATION TO REMAIN WITH TEMPORARY

CONSTRUCTION FENCING PRIOR TO SITE CLEARING OPERATIONS.

ABAN

ABBRV

ABC

ACP

ADA

AGGR

ALT

APPROX

ASB

ASCE

ASI

ASPH

ASSY

AVE

AWWA

BCV

BDRY

BFP

BFV

BITUM

BLDG

BLT

BLVD

BRG

BSTR

CAP

CDW

CDWR

CDWS

CEM

CFS

CHFR

CHK

CHKV

CIP

CLL

CLOS

CMP

CND

CNDS

CONC

CONSTR

CONSULT

CONTR

COORD

COR

COTG

COV

COV PL

CPLG

CPP

CRP

CRT YD

CSB

CSI

CSP

CSTL

CU FT

CU IN

CU YD

DAT

D-B

DBA

DEG

DEL

DEMO

DEPT

DET

DEV

DHW

DIA

DIFF

DIM

DIP

DOM

DSBL

DWG

DWR

DWS

DRAINAGE AREA

DATUM

DESIGN-BUILD

UNIT OF SOUND LEVEL

DEGREE

DELETE

DEMOLITION

DEPARTMENT

DETAIL

DEVELOPMENT

DOMESTIC HOT WATER

DROP INLET

DIAMETER

DIFFERENCE OR DIFFERENTIAL

DIMENSION

DUCTILE IRON PIPE

DOMESTIC

DRAIN OR DRIVE

DOWNSPOUT

DISABLE

DOMESTIC WATER

DRAWING

DOMESTIC WATER RETURN OR DRAWER

DOMESTIC WATER SUPPLY

CAPACITY

CATCH BASIN OR CEMENT BASE

CONSTRUCTION DOCUMENTS OR CONTRACT

DOCUMENTS

CHILLED DRINKING WATER

CHILLED DRINKING WATER RETURN

CHILLED DRINKING WATER SUPPLY

CEMENT OR CEMETERY

CONTRACTOR FURNISHED

CUBIC FEET PER SECOND

CHAMFER

CHECK

CHECK VALVE

CAST IRON OR CURB INLET

CAST-IN-PLACE OR CAST IRON PIPE

CONSTRUCTION JOINT OR CONTROL JOINT

CENTER LINE, CLASS, OR CLOSE

CONTRACT LIMIT LINE

CLOSURE

CORRUGATED METAL PIPE

CONDUIT

CONDENSATE

CONCENTRIC OR CONCRETE

CONSTRUCTION

CONSULTANT

CONTRACT OR CONTRACTOR

COORDINATE

CONTRACTING OFFICER'S REPRESENTATIVE

CLEANOUT TO GRADE

COVER OR CUT OFF VALVE

COVER PLATE

COUPLING

CORRUGATED PLASTIC PIPE

CONDENSATE RETURN PUMP

COURTYARD

CONCRETE SPLASH BLOCK

CONSTRUCTION SPECIFICATIONS INSTITUTE

CONCRETE SEWER PIPE

CAST STEEL

COPPER OR CUBIC

CUBIC FEET

CUBIC INCH

CUBIC YARD

CONTROL VALVE

CLOCKWISE

BACK OF CURB

BUTTERFLY CHECK VALVE

BOUNDARY

BACKFLOW PREVENTER

BUTTERFLY VALVE

BITUMINOUS

BASE LINE

BUILDING

BUILT

BOULEVARD

BENCHMARK

BULLNOSE

BEARING

BOOSTER

BALL VALVE

ABANDON

ABBREVIATION

AGGREGATE BASE COURSE

ASPHALTIC CONCRETE

ASPHALTIC CONCRETE PAVING

AREA DRAIN

AMERICANS WITH DISABILITIES ACT

AGGREGATE

ALTERNATE OR ALTITUDE

APPROXIMATE / APPROXIMATELY

ASBESTOS

AMERICAN SOCIETY OF CIVIL ENGINEERS

ARCHITECT'S SUPPLEMENTAL INSTRUCTION

ASPHALT

ASSEMBLY

AVENUE

AMERICAN WATER WORKS ASSOCIATION

ENGR

EOS

EPA

EPT

EQL SP

ERD

ESMT

EST

EXIST

EXP

EXST GR

EXT

F F

FES

FFE

FLG

FLUOR

FOC

FPM

FPS

FPW

FSP

FSS

FTG

G G

G LN

GAL

GCO

GDR

GIP

GPH

GPM

GTV

GUT

H&CW

HAZ MAT

HDPE

HNDRL

HYD

HYDR

IMH

INCL

INCR

INSTL

INV

INV EL

IPS

IPT

LAT

LIN

LNG

LOC

LONG

LOS

LTG

MAINT

MAX

MED

MER

MFD

MFG

MGT

MIN

MISC

MOD

MON

MULT

MUNIC

MAINTENANCE

MAXIMUM

MEDIUM

MERIDIAN

MANUFACTURED

MANUFACTURING

MANAGEMENT

MANHOLE

MINIMUM

MISCELLANEOUS

MATERIALS LIST

MAGNETIC NORTH

MODEL OR MODIFY

MONUMENT

MULTIPLE

MUNICIPAL

SAMP

SAN

SCHED

SCP

SDL

SDMH

SECT

SEG

SEP TNK

SLV

SAMPLE

SANITARY

SPLASH BLOCK

SCHEDULE

SCUPPER

STORM DRAIN

SADDLE

STORM DRAIN MANHOLE

SPOT ELEVATION

SECTION

SEGMENT

SEPTIC TANK

SQUARE FOOT (FEET)

SCORED JOINT

SLEEVE

LATITUDE

LINEAR FEET (FOOT)

LINEAR

LONGITUDE

LOCATION

LONGITUDINAL

LINE OF SIGHT

LOW POINT

LUMP SUM

LIGHT

LIGHTING

INSIDE DIAMETER OR INSIDE DIMENSION

INLET MANHOLE

INCLUDED

INCREMENT

INSTALL

INVERT

INVERT ELEVATION

IRON PIPE

IRON PIPE SIZE

IRON PIPE THREADED

IRRIGATION WATER

HOT AND COLD WATER

HAZARDOUS MATERIALS

HOSE BIBB

HIGH DENSITY POLYETHYLENE

HANDRAIL

HIGH POINT

HOSE VALVE

HYDRANT

HYDRAULIC

QTR

QTY

QUAD

QUAL

R R

RAD

RCB

RCCP

RCP

RDC

REP

REPL

REQ

REQD

RESIL

RFI

RFP

ROW

RWL

RWR

QUARTER

QUANTITY

QUADRANT

QUALITY

RADIUS OR RANGE

RADIAN

REINFORCED CONCRETE

REINFORCED CONCRETE BOX

REINFORCED CONCRETE CULVERT PIPE

REINFORCED CONCRETE PIPE

ROAD OR ROOF DRAIN

REDUCER

REPAIR

REPLACE

REQUIRE

REQUIRED

RESILIENT

REQUEST FOR INFORMATION

REQUEST FOR PROPOSAL

RIGHT OF WAY

RIGHT

ROADWAY

RAIN WATER LEADER

RECESSED WASTE RECEPTACLE

EDGE OF CURB

EXPANSION JOINT

EASEMENT LINE OR ELEVATION

ENGINEER

EDGE OF SLAB

EDGE OF PAVEMENT (PAVING)

ENVIRONMENTAL PROTECTION AGENCY

EXTERNAL PIPE THREAD

EQUAL

EQUALLY SPACED

EXISTING ROOF DRAIN

EASEMENT

ESTIMATE

EXISTING

EXPANSION

EXISTING GRADE

EXTERIOR

FAHRENHEIT, FEMALE, FIRE LINE

FLOOR DRAIN

FLARED END SECTION

FINISH FLOOR ELEVATION

FINISHED GRADE

FIRE HYDRANT

FLANGE

FLUORESCENT

FENCE

FACE OF CURB

FIRE PROTECTION OR FLAGPOLE

FEET PER MINUTE

FEET PER SECOND

FIRE PROTECTION WATER SUPPLY

FIRE STANDPIPE

FLOW SENSING SWITCH

FEET OR FOOT

FOOTING

FLOOD WALL

GROUND OR NATURAL GAS

GAS LINE

GAGE

GALLON

GENERAL CONTRACTOR

GRADE CLEANOUT

GUARD RAIL

GALVANIZED IRON

GALVANIZED IRON PIPE

GROUND LEVEL

GALLONS PER HOUR

GALLONS PER MINUTE

GATE VALVE

GUTTER

OFD

OPNG

P P

PCA

PCC

PCCP

PCT

PED

PEN

PERF

PERIM

PERM

PERP

PIV

PLAS

PMPSCT

POLY

PORT

POTW

POW LN

PRCST

PREFMD

PRELIM

PREP

PROP

PRV

PS CONC

PSI

PSL

PT CONC

PVC

ON CENTER

OUTSIDE DIAMETER

OVERFLOW DRAIN

OPENING

OUNCE

PUMP

PIPE ANCHOR

PULL BOX

POINT OF CURVE

PORTLAND CEMENT ASSOCIATION

PRECAST CONCRETE

CONCRETE PAVEMENT

PERCENT

PEDESTAL

PENETRATE

PERFORATED

PERIMETER

PERMANENT

PERPENDICULAR

PRESSURE GAGE OR PROFILE GRADE

PHASE

POINT OF INTERSECTION

POST INDICATOR VALVE

PROPERTY LINE

PLASTIC OR PLASTER

PUMP SUCTION

PART NUMBER

POLYETHYLENE (PLASTIC)

PORTABLE

POTABLE WATER

POWER LINE

POLYPROPYLENE (PLASTIC)

PUMPED RETURN

PRECAST

PREFORMED

PRELIMINARY

PREPARATION

PROPERTY

PRESSURE REGULATOR VALVE OR

PRESSURE RELIEF VALVE

PRESTRESSED CONCRETE

POUNDS PER SQUARE INCH

PIPE SLEEVE

POST TENSIONED

POST-TENSIONED CONCRETE

PAVED

POLYVINYL CHLORIDE (PLASTIC)

UFC

UGND

UNO

UPS

UTIL

VAR

VCP

VERT

VIC

VIF

VOL

W W W/ W/O

WT EL

WTR

WWF

X, Y, Z, MISC

XFMR

VARIES

VALVE BOX

VERTICAL CURVE

VITRIFIED CLAY PIPE

VERTICAL

VICINITY

VERIFY IN FIELD

VOLUME

WASTE, WEST, OR WIDE

WITH

WITHOUT

WROUGHT IRON

WATER LINE

WATER METER WIRE MESH

WIRE MESH WATER METER

WORK ORDER

WATER PUMP

WATER TABLE

WATER ELEVATION

WATER

WASTE WATER

WELDED WIRE FABRIC

TRANSFORMER

YARD

AND

UNIFORM FIRE CODE

UNDERGROUND

UNLESS NOTED OTHERWISE

UTILITY POLE

UNINTERRUPTIBLE POWER SUPPLY

UTILITY

N N

NAT

NATL

NBC

NIC

NTS

NOM

NORM

NRCP

NTP

NTS

NORTH

NOT APPLICABLE

NATURAL

NATIONAL

NATIONAL BUILDING CODE

NOT EXCEEDING

NOT IN CONTRACT

NUMBER

NOT TO SCALE

NOMINAL

NORMAL

NON-REINFORCED CONCRETE PIPE

NOTICE TO PROCEED

NOT TO SCALE

SMH

SMP

SOV

SPEC

SPKLR

SPLY

SPR

SQ IN

SQ YD

SSP

SST

STA

STD

STM

SURV

SUTK

SWR

SYM

T T&M

TAN

TBM

TB-XX

TBC

TCP

TEMP

THK

THRU

TMH

TNL

TO FDN

TOB

TOC

TOPO

TOS

TYP

TIME AND MATERIALS

TANGENT

TEMPORARY BENCHMARK

TEST BORING-XX (E.G., TB-01)

TOP OF BACK CURB

TOP OF CURB

TRAFFIC CONTROL PLAN

TRENCH DRAIN

TOP ELEVATION

TEMPORARY

TOP OF FOOTING

THICKNESS

THROUGH

TOP OF MANHOLE

TRUE NORTH

TUNNEL

TOP OF ___

TOP OF FOUNDATION

TOP OF BEAM

TOP OF CONCRETE

TOPOGRAPHY

TOP OF SLAB

TOP OF RIM

TOP OF WALL

TYPICAL

STEAM MANHOLE

SUMP PUMP

SHUT OFF VALVE

STANDPIPE OR SUMP PIT

SPECIFICATION

SPRINKLER

SUPPLY

SPRINKLER LINE

SQUARE

SQUARE INCH

SQUARE YARD

STEAM RETURN

SANITARY SEWER

STAINLESS STEEL PIPE

STAINLESS STEEL

STREET OR STORM SEWER

STATION

STANDARD

STEAM

SURVEY

SUMP TANK

SIDEWALK

SEWER

SYMBOL

VHA VETERANS HEALTH ADMINISTRATION

CONTRACTING OFFICER OR CERTIFICATE

OF OCCUPANCY

MFR MANUFACTURER

LANDSCAPE ABBREVIATIONS

POC POINT OF CONNECTION

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 DV MLH

L-001

LANDSCAPE ABBREVIATIONS &

NOTES

e Date

SEE REVISION

SCHEDULE

100% CONSTRUCTION

DOCUMENTS IFB

S 89°38' E 1339.9'

°3 4'

N 32°56' W 1054.5'

N 89°11' W 763.9'

°3 2'

N 32°56' W 174.5'

FUTURE

TEMPORARY

BUILDING

PIV

FDC

FUEL OIL TANKS

SOUTHWOOD DRIVE (UNDEVELOPED)

ESTW

OOD BLVD. (HW

Y 67)

MEMORIAL

DRIVE

W W

EXISTING

WATER

STORAGE

TANK

X X

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

X X

EQUIPMENT

SHED

EQUIPMENT

SHEDS

GAS

SHED

TRTR

TR TRTR

TRTR

D D

SHEET 1

SHEET 3SHEET 2

BID PACKAGE 2

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 DV MLH

LD100

N/A

LANDSCAPE OVERALL DEMOLITION

PLAN

SCALE:SCALE: 1" = 60'

0 30' 60' 120' 180' 240'

LANDSCAPE OVERALL DEMOLITION PLAN

SO WOO V

W S

W Y 67)

N or th

A. UTILITIES TO BE ABANDONED OR DEMOLISHED ARE SHOWN FOR

REFERENCE ONLY. SEE CIVIL SHEETS FOR UTILITY ABANDONMENT AND

DEMOLITION DETAILS.

B. DEMOLITION MUST BE IN ACCORDANCE WITH SECTION 02 41 00.

EXCAVATION AND BACKFILL MUST BE IN ACCORDANCE WITH 31 20 11

EARTHWORK (SHORT FORM).

C. DEMOLITION SHALL INCLUDE DISCONNECTION OF THE EXISTING IRRIGATION

SYSTEM AND REMOVAL OF EXISTING IRRIGATION COMPONENTS.

D. PROTECT EXISTING TREES TO REMAIN IN PLACE. NO DISTURBANCE WITHIN

DRIP LINE. PROTECT TREE'S CRITICAL ROOT ZONE.

E. SEE CIVIL SHEETS CG111 - CG114 FOR EROSION CONTROL MEASURES

DURING DEMOLITION AND CONSTRUCTION.

EXISTING TREE TO REMAIN

PRESERVE TREES NOT INDICATED FOR

DEMOLITION AND AVOID DISTURBANCE

OF PICNIC AREA IMPROVEMENTS

DURING DEMOLITION OF PIPELINES

N or th

LEGEND

PROPERTY LINE

DEMOLISH EXISTING TREE

EXISTING STORM SWALE

EXISTING

STORM SWALE

X X X X X EXISTING CHAINLINK FENCE

UTILITY PIPELINES TO BE DEMOLISHED

(SEE CIVIL FOR DETAILS)

UTILITY PIPELINE TO BE ABANDONED IN PLACE

(SEE CIVIL FOR DETAILS)// //

e Date

SEE REVISION

SCHEDULE

W //

ILD

ING

ILD

ING

BUILDING 7

EQUIPMENT

SHED

FUEL OIL TANKS

TRAN

X X

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

X X

FDC

DV MLH

LD101

N/A

LANDSCAPE DEMOLITION PLAN 1

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

LANDSCAPE DEMOLITION PLAN 1

N or th

SO WOO V

W S

W Y 67)

N or th

MATCHLINE SEE SHEET LD103

BID

PACKAGE

SHEET

LD101

SHEET

LD102

SHEET

LD103

KEYNOTES

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025

1. REMOVE TREE.

2. EXISTING STORM SWALE.

LEGEND

DEMOLISH EXISTING TREE

UTILITY PIPELINES TO BE DEMOLISHED

(SEE CIVIL FOR DETAILS)

UTILITY PIPELINE TO BE ABANDONED IN PLACE

(SEE CIVIL FOR DETAILS)// //

EXISTING TREE TO REMAIN

PROPERTY LINE

EXISTING STORM SWALE

X X X X EXISTING CHAINLINK FENCE

A. UTILITIES TO BE ABANDONED OR DEMOLISHED ARE SHOWN FOR

REFERENCE ONLY. SEE CIVIL SHEETS FOR UTILITY ABANDONMENT AND

DEMOLITION DETAILS.

B. DEMOLITION MUST BE IN ACCORDANCE WITH SECTION 02 41 00.

EXCAVATION AND BACKFILL MUST BE IN ACCORDANCE WITH 31 20 11

EARTHWORK (SHORT FORM).

C. DEMOLITION SHALL INCLUDE DISCONNECTION OF THE EXISTING IRRIGATION

SYSTEM AND REMOVAL OF EXISTING IRRIGATION COMPONENTS.

D. PROTECT EXISTING TREES TO REMAIN IN PLACE. NO DISTURBANCE WITHIN

DRIP LINE. PROTECT TREE'S CRITICAL ROOT ZONE.

E. SEE CIVIL SHEETS CG111 - CG114 FOR EROSION CONTROL MEASURES

DURING DEMOLITION AND CONSTRUCTION.

e Date

SEE REVISION

SCHEDULE

N 32°56' W 1054.5'

O H

D D

ESTW

OOD BLVD. (HW

Y 67)

BUILDING 2

GAS

SHED BUILDING 1

PIV

FDC

DV MLH

LD102

N/A

LANDSCAPE DEMOLITION PLAN 2

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

LANDSCAPE DEMOLITION PLAN 2

N or th

MATCHLINE SEE SHEET LD101

L D1

SO WOO V

W S

W Y 67)

N or th

BID

PACKAGE

SHEET

LD101

SHEET

LD103

SHEET

LD102

KEYNOTES

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025

1. REMOVE TREE.

LEGEND

PRESERVE TREES NOT INDICATED FOR

DEMOLITION AND AVOID DISTURBANCE

OF PICNIC AREA IMPROVEMENTS

DURING DEMOLITION OF PIPELINES

DEMOLISH EXISTING TREE

UTILITY PIPELINES TO BE DEMOLISHED

(SEE CIVIL FOR DETAILS)

UTILITY PIPELINE TO BE ABANDONED IN PLACE

(SEE CIVIL FOR DETAILS)

EXISTING TREE TO REMAIN

PROPERTY LINE

EXISTING STORM SWALE

EXISTING CHAINLINK FENCE

A. UTILITIES TO BE ABANDONED OR DEMOLISHED ARE SHOWN FOR

REFERENCE ONLY. SEE CIVIL SHEETS FOR UTILITY ABANDONMENT AND

DEMOLITION DETAILS.

B. DEMOLITION MUST BE IN ACCORDANCE WITH SECTION 02 41 00.

EXCAVATION AND BACKFILL MUST BE IN ACCORDANCE WITH 31 20 11

EARTHWORK (SHORT FORM).

C. DEMOLITION SHALL INCLUDE DISCONNECTION OF THE EXISTING IRRIGATION

SYSTEM AND REMOVAL OF EXISTING IRRIGATION COMPONENTS.

D. PROTECT EXISTING TREES TO REMAIN IN PLACE. NO DISTURBANCE WITHIN

DRIP LINE. PROTECT TREE'S CRITICAL ROOT ZONE.

E. SEE CIVIL SHEETS CG111 - CG114 FOR EROSION CONTROL MEASURES

DURING DEMOLITION AND CONSTRUCTION.

e Date

SEE REVISION

SCHEDULE

W W

W//

°3 2'

TR TRTR

TRTR

MEMORIAL

DRIVE

BUILDING 1

SO WOO V

W S

W Y 67)

N or th

KEYNOTES

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 DV MLH

LD103

N/A

LANDSCAPE DEMOLITION PLAN 3

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

LANDSCAPE DEMOLITION PLAN 3

N or th

L D1

MATCHLINE SEE SHEET LD101

BID

PACKAGE

SHEET

LD101

SHEET

LD102

SHEET

LD103

1. REMOVE TREE.

2. EXISTING GRAVEL DRIVEWAY TO BE DEMOLISHED. SEE CIVIL SHEETS FOR

DETAILS.

LEGEND

PRESERVE TREES NOT INDICATED FOR

DEMOLITION AND AVOID DISTURBANCE

OF PICNIC AREA IMPROVEMENTS

DURING DEMOLITION OF PIPELINES

DEMOLISH EXISTING TREE

UTILITY PIPELINES TO BE DEMOLISHED

(SEE CIVIL FOR DETAILS)

UTILITY PIPELINE TO BE ABANDONED IN PLACE

(SEE CIVIL FOR DETAILS)

EXISTING TREE TO REMAIN

PROPERTY LINE

EXISTING STORM SWALE

EXISTING CHAINLINK FENCE

A. UTILITIES TO BE ABANDONED OR DEMOLISHED ARE SHOWN FOR

REFERENCE ONLY. SEE CIVIL SHEETS FOR UTILITY ABANDONMENT AND

DEMOLITION DETAILS.

B. DEMOLITION MUST BE IN ACCORDANCE WITH SECTION 02 41 00.

EXCAVATION AND BACKFILL MUST BE IN ACCORDANCE WITH 31 20 11

EARTHWORK (SHORT FORM).

C. DEMOLITION SHALL INCLUDE DISCONNECTION OF THE EXISTING IRRIGATION

SYSTEM AND REMOVAL OF EXISTING IRRIGATION COMPONENTS.

D. PROTECT EXISTING TREES TO REMAIN IN PLACE. NO DISTURBANCE WITHIN

DRIP LINE. PROTECT TREE'S CRITICAL ROOT ZONE.

E. SEE CIVIL SHEETS CG111 - CG114 FOR EROSION CONTROL MEASURES

DURING DEMOLITION AND CONSTRUCTION.

e Date

SEE REVISION

SCHEDULE

FUTURE

TEMPORARY

BUILDING

OHW

O H

OHW

JCT BOX

JCT BOXJCT BOX

FUEL OIL TANKS

FDC

TRAN

X X

W W

FO FO

5.40'

4.49'

6.90'

5.6 3'

5.51'

4.99'

S 89°38' E 1339.9'

°3 4'

N 32°56' W 1054.5'

N 89°11' W 763.9'

°3 2'

N 32°56' W 174.5'

GAS

SHED

EQUIPMENT

SHED

EQUIPMENT

SHEDS

SOUTHWOOD DRIVE (UNDEVELOPED)

ESTW

OOD BLVD. (HW

Y 67)

MEMORIAL

DRIVE

SHEET 3

SEE SHEET LP404 FOR

PUMP STATION

ENLARGEMENT

SHEET 2

BID PACKAGE 2 SHEET 1

KEYNOTES

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 SGL MLH

LP100

N/A

OVERALL PLANTING PLAN

SCALE:SCALE: 1" = 60'

0 30' 60' 120' 180' 240'

OVERALL PLANTING PLAN

N or th

SO WOO V

W S

W Y 67)

N or th

A. SEE LANDSCAPE ABBREVIATIONS & NOTES ON SHEET L-001.

B. EXCAVATION AND BACKFILL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTION 31 20 11 EARTHWORK (SHORT FORM).

C. EROSION CONTROL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTIONS 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS AND 32 90 00

PLANTING.

1. REPLACE SOD WHERE REMOVED OR DAMAGED DURING CONSTRUCTION.

2. SEED AREAS OF DISTURBANCE.

3. REPAIR AREAS WHERE TREES WERE REMOVED.

LEGEND

PROPERTY LINE

6" DIA. BOLLARD

GRATE INLET

MANHOLE (DRAINAGE)

EXISTING TREE

K4 SECURITY BOLLARD - FIXED

K4 SECURITY BOLLARD - REMOVABLE

MANHOLE (SEWER)

NATIVE GRASS SEED

LANDSCAPE ROCK

REPLACE SOD

e Date

SEE REVISION

SCHEDULE

TRAN

ILD

ING

ILD

ING

BUILDING 7

EQUIPMENT

SHED

FDC

FUEL OIL TANKS

FDC

W W

5.51'

4.99'

BUILDING 1

E (UNDEVELOPED)

ILD

ING

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 DV MLH

LP101

N/A

PLANTING PLAN 1

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

PLANTING PLAN 1

N or th

SO WOO V

W S

W Y 67)

N or th

MATCHLINE SEE SHEET LP103

BID

PACKAGE

SHEET

LP101

SHEET

LP102

SHEET

LP103

A. SEE LANDSCAPE ABBREVIATIONS & NOTES ON SHEET L-001.

B. EXCAVATION AND BACKFILL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTION 31 20 11 EARTHWORK (SHORT FORM).

C. EROSION CONTROL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTIONS 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS AND 32 90 00

PLANTING.

LEGEND

CHAIN LINK FENCE, EXISTING

GRATE INLET

MANHOLE (STORM)

EXISTING TREE

MANHOLE (SEWER)

SOD REPLACEMENT/REPAIR

AT UTILITY WORK

FHFIRE HYDRANT

SOD REPLACEMENT/REPAIR

AT TREE REMOVAL

e Date

SEE REVISION

SCHEDULE

H W

BUILDING 2

GAS

SHED

FDC

12" WM

6.90'

5.6 3'

ESTW

OOD BLVD. (HW

Y 67)

BUILDING 1

DV MLH

LP102

N/A

PLANTING PLAN 2

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

PLANTING PLAN 2

N or th

SO WOO V

W S

W Y 67)

N or th

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025

MATCHLINE SEE SHEET LP101

L P1

BID

PACKAGE

SHEET

LP101

SHEET

LP103

SHEET

LP102

A. SEE LANDSCAPE ABBREVIATIONS & NOTES ON SHEET L-001.

B. EXCAVATION AND BACKFILL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTION 31 20 11 EARTHWORK (SHORT FORM).

C. EROSION CONTROL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTIONS 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS AND 32 90 00

PLANTING.

LEGEND

CHAIN LINK FENCE, EXISTING

GRATE INLET

MANHOLE (STORM)

EXISTING TREE

MANHOLE (SEWER)

SOD REPLACEMENT/REPAIR

FHFIRE HYDRANT

e Date

SEE REVISION

SCHEDULE

°3 2'

JCT BOX

BUILDING 1

FDC

TRAN

X X

X X X

X X

E E

5.8 1'

5.40'

4.49'

395400405

SEE SHEET LP404

FOR PUMP STATION

ENLARGEMENT

MEMORIAL

DRIVE

E Y

418.73 E

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 DV MLH

LP103

N/A

PLANTING PLAN 3

SCALE: 1" = 30'

0 15' 30' 60' 90' 120'

PLANTING PLAN 3

N or th

SO WOO V

W S

W Y 67)

N or th

L P1

MATCHLINE SEE SHEET LP101

BID

PACKAGE

SHEET

LP101

SHEET

LP102

SHEET

LP103

A. SEE LANDSCAPE ABBREVIATIONS & NOTES ON SHEET L-001.

B. EXCAVATION AND BACKFILL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTION 31 20 11 EARTHWORK (SHORT FORM).

C. EROSION CONTROL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTIONS 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS AND 32 90 00

PLANTING.

LEGEND

CHAIN LINK FENCE

CONTOUR AND ELEVATION, EXISTING

X X

6" DIA. BOLLARD

GRATE INLET

MANHOLE (DRAINAGE)

EXISTING TREE

K4 SECURITY BOLLARD - FIXED

LIMITS OF GRADING

K4 SECURITY BOLLARD - REMOVABLE

MANHOLE (SEWER)

CONTOUR AND ELEVATION, PROPOSED

NATIVE GRASS SEED

e Date

SEE REVISION

SCHEDULE

W W W

TRAN

X X

X X X X X X

X X X X X X X

X X

W W

W W W

W W W W

FW FW FW

W W

W W W W W

5.8 1'

BUILDING 24

PUMP HOUSE

FFE: 400.00

FIRE WATER TANK

FFE: 400.00

MEMORIAL DRIVE

DOMESTIC WATER TANK

FFE: 400.00

-4:1

-6:1 -4:1

391392393394

3982.00'

2.00'

8.00'

R24.00'

48.00'

CONCRETE MOW STRIP NOTES:

1. 6" x 8" REINFORCED CONCRETE MOW STRIP WITH 14" CHAMFERED CORNERS.

2. USE CRACK RESISTANT CONCRETE, 4000 PSI.

3. REINFORCE WITH #5 REBAR, MIN OF 3" BELOW TOP SURFACE OF MOW STRIP.

4. PLACE 2" MINIMUM OF FINE GRAVEL AT BASE OF TRENCH AFTER PLACING

FORMS AND BEFORE POURING MOW STRIP.

5. SET TOP OF MOW STRIP APPROX 1" ABOVE FINISH GRADE.

6. MAINTAIN MINIMUM OF 1" BETWEEN TOP OF MOW STRIP AND TOP OF ROCK.

7. SPACE TOOLED CONTROL JOINTS APPROX EVERY 5 FEET.

1 x #5

MIN 1"

4" DEPTH

WEED

CONTROL

FABRIC

KEY PLAN

GENERAL NOTES

Drawing Title

VA FORM 08 - 6231

CONSULTANTS:

Date:Revisions:

1098754321

10987654321

ARCHITECT/ENGINEERS: STAMP:

Approved: Project Director

Phase Project Title

Location

Issue Date Checked Drawn

Project Number

Drawing Number

Building Number

Number:

REPLACE FIRE MAIN AND WATER

STORAGE, BID PACKAGE 1

1500 N WESTWOOD BLVD., POPLAR BLUFF, MO 63901

657A4-22-309

VEG 22.09

NOT FOR

CONSTRUCTION750 W HAMPDEN AVE

SUITE 300

ENGLEWOOD, CO 80110

(720) 550-6307

WWW.VALHALLAENGINEERING.COM

100% CONSTRUCTION

DOCUMENTS

SEE REVISION

SCHEDULE

001 REV. IFB 04/10/2025 07/25/2023 DV MLH

LP404

PLANTING PLAN - BUILDING 24

PUMP HOUSE

SO WOO V

W S

W Y 67)

N or th

LEGEND

1. EXISTING ROADWAY.

2. CHAIN LINK SECURITY FENCE. SEE CIVIL FOR DETAILS.

3. ELECTRIC SLIDING ACCESS GATE. SEE CIVIL FOR DETAILS.

4. CONCRETE DRIVEWAY. SEE CIVIL FOR DETAILS.

5. 6" DIA. BOLLARD FILLED WITH CONCRETE. SEE CIVIL FOR DETAILS.

6. TYPE K4 SECURITY BOLLARD, FIXED. SEE CIVIL FOR DETAILS.

7. TYPE K4 SECURITY BOLLARD, REMOVABLE. SEE CIVIL FOR DETAILS.

8. ELECTRIC TRANSFORMER ON CONCRETE PAD.

9. MASONRY BLOCK RETAINING WALL. SEE CIVIL FOR DETAILS.

10. CONCRETE EDGING. SEE DETAIL 2/LP404.

11. SEED ENTIRE AREA OF DISTURBANCE WITH SPECIFIED EROSION CONTROL

NATIVE GRASS SEED MIX.

12. REPAIR AREAS WHERE TREES WERE REMOVED.

SHEET

PROPERTY LINE

CONTOUR AND ELEVATION, EXISTING

LIMITS OF CONSTRUCTION

KEYNOTES XX

6" DIA. BOLLARD

GRATE INLET

MANHOLE (DRAINAGE)

EXISTING TREE

K4 SECURITY BOLLARD - FIXED

LIMITS OF GRADING

K4 SECURITY BOLLARD - REMOVABLE

MANHOLE (SEWER)

CONTOUR AND ELEVATION, PROPOSED

NATIVE GRASS SEED

LANDSCAPE ROCK

SCALE: 1" = 5'

0 5' 10' 10' 20'

CONCRETE EDGING

2 SCALE:

1" = 10' 5' 10' 20' 30' 40'

PLANTING PLAN - BUILDING 24 PUMP HOUSE

A. SEE LANDSCAPE ABBREVIATIONS & NOTES ON SHEET L-001.

B. SEE SPECIFICATION SECTION 32 90 00 FOR EROSION CONTROL GRASS SEED

MIX. USE LOCALLY SOURCED NATIVE GRASS SEED MIX.

C. EXCAVATION AND BACKFILL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTION 31 20 11 EARTHWORK (SHORT FORM).

D. EROSION CONTROL WILL BE IN ACCORDANCE WITH SPECIFICATION

SECTIONS 01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS AND 32 90 00

PLANTING.

e Date

SEE REVISION

SCHEDULE

A. UNLESS NOTED OTHERWISE, ALL WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. SPECIFICATIONS SHALL TAKE PRECEDENCE OVER GENERAL NOTES & TYPICAL

DETAILS.

B. PRIOR TO STARTING THE WORK, THE CONTRACTOR SHALL COMPARE THE INITIAL CONDITIONS SHOWN

ON THE DRAWINGS WITH THE EXISTING SITE CONDITIONS. ANY DISCREPANCIES BETWEEN THE

DRAWINGS AND SITE CONDITIONS SHALL BE REPORTED TO THE VHA COR AND RESOLVED BEFORE

PROCEEDING WITH THE WORK.

C. IN CASE OF CONFLICT BETWEEN REQUIREMENTS, FOLLOW THE MOST STRINGENT REQUIREMENT

INDICATED OR AS DIRECTED BY THE VHA CO WITHOUT ADDITIONAL COST TO THE OWNER.

D. THE CONTRACTOR SHALL COORDINATE & VERIFY ALL DIMENSIONS & ELEVATIONS SHOWN ON

STRUCTURAL DRAWINGS WITH THE DIMENSIONS AND ELEVATIONS SHOWN ON THE ARCHITECTURAL

DRAWINGS. DISCREPANCIES SHALL BE REPORTED TO THE VHA COR AND RESOLVED PRIOR TO

STARTING ANY RELATED WORK.

E. DETAILS, SECTIONS, & NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL & SHALL APPLY TO SIMILAR SITUATIONS WHERE APPROPRIATE UNLESS NOTED OR OTHERWISE INDICATED. DETAILS MAY NOT BE DRAWN TO SCALE OR DIMENSIONS INDICATED ON TYPICAL DETAILS AND SECTIONS MAY

REQUIRE ADJUSTMENT TO SUIT SPECIFIC CONDITIONS.

F. MEANS AND METHODS AS WELL AS MAINTAINING SITE SAFETY ARE THE RESPONSIBILITY OF THE

CONTRACTOR.

1. SHORING AND BRACING REQUIREMENTS: WALLS ABOVE GRADE SHALL BE BRACED AND/OR SHORED

UNTIL THE STRUCTURAL SYSTEM IS COMPLETE. WALLS ARE NOT SELF-SUPPORTING.

2. FLOOR AND ROOF STRUCTURES: THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE METHOD

AND SEQUENCE OF ALL STRUCTURAL ERECTION. PROVIDE TEMPORARY SHORING AND BRACING AS

REQUIRED TO PROVIDE ADEQUATE INTERIM VERTICAL & LATERAL SUPPORT. SHORING AND

BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT MEMBERS ARE IN PLACE AND ALL FINAL CONNECTIONS ARE COMPLETE. THIS INCLUDES, BUT IS NOT LIMITED TO, ALL ROOF AND FLOOR

CONNECTIONS. THE BUILDING SHALL BE ADEQUATELY SHORED AND BRACED UNTIL ALL

STRUCTURAL COMPONENTS ARE COMPLETE AND CONNECTED AS INDICATED ON THE DRAWINGS

AND IN THE SPECIFICATIONS.

G. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE THE WORK WITH

ALL TRADES & ALL ITEMS TO BE INTEGRATED INTO STRUCTURAL SYSTEM. OPENINGS OR

PENETRATIONS THROUGH, OR ATTACHMENTS TO THE STRUCTURAL SYSTEM THAT ARE NOT INDICATED

ON DRAWINGS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR & SHALL BE

COORDINATED WITH THE CO. THE ORDER OF CONSTRUCTION IS THE RESPONSIBILITY OF THE GENERAL

CONTRACTOR. IT IS THE CONTRACTOR'S OBLIGATION TO PROVIDE ITEMS NECESSARY FOR THE

SELECTED CONSTRUCTION PROCEDURE.

H. OBSERVATION VISITS TO THE SITE BY ARCHITECT'S/ENGINEER'S REPRESENTATIVES SHALL NOT BE

CONSTRUED AS INSPECTIONS OR APPROVALS OF CONSTRUCTION.

I. ALL CONSTRUCTION AND INSPECTIONS SHALL BE IN ACCORDANCE WITH THE PROJECT

SPECIFICATIONS. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS AND SHALL NOT PROCEED WITH THE WORK INVOLVED UNTIL THE INSPECTIONS HAVE BEEN COMPLETED AND THE WORK

APPROVED BY CO.

J. THE CONTRACTOR MUST SUBMIT A WRITTEN REQUEST AND OBTAIN THE CO'S PRIOR WRITTEN APPROVAL FOR ANY CHANGES, MODIFICATIONS, OMISSIONS, AND/OR SUBSTITUTIONS TO THE WORK

INDICATED HEREIN.

K. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTIONS IN AND AROUND THE JOB

SITE AND/OR ADJACENT PROPERTIES THAT MAY BE AFFECTED BY THE WORK. ALL SUPPORT OF

CONSTRUCTION LOADS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ALL SHORING AND BRACING REQUIRED FOR THE PROTECTION OF LIFE & PROPERTY DURING THE CONSTRUCTION PROCESS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ALL PROCEDURES OF SOIL EXCAVATION, BACKFILL, & SUPPORT OF ADJACENT PROPERTY DURING EARTHWORK SHALL BE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR.

L. ALL DIMENSIONS INDICATED ON PLANS SHALL BE TO FACE OF STUDS, FACE OF CONCRETE BLOCK, FACE OF ROUGH CONCRETE, CENTERLINE OF COLUMNS, TOP OF STEEL, OR TOP OF SLAB, UNLESS NOTED OR INDICATED OTHERWISE. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED

ON STRUCTURAL DRAWINGS.

PART I - GENERAL REQUIREMENTS

A. GENERAL BUILDING CODE

1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS, CODES AND DESIGN GUIDES

SPECIFIC TO THE VETERAN'S HEALTH ADMINISTRATION AS FOLLOWS:

• VA CFM, 2014 STRUCTURAL DESIGN MANUAL

• VA CFM, 2020 PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL

• VA CFM, HANDBOOK H-18-8 "SEISMIC DESIGN REQUIREMENTS"

• INTERNATIONAL BUILDING CODE, IBC 2021

• ASCE/SEI 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

• AMERICAN CONCRETE INSTITUTE (ACI) 318-19, BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE

• AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 360-16, NORTH AMERICAN SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS

• UNIFIED FACILITIES CRITERIA (UFC) 3-340-01, DESIGN AND ANALYSIS OF HARDENED STRUCTURES

TO CONVENTIONAL WEAPONS EFFECTS. SEPTEMBER 2014

• THE MASONRY SOCIETY (TMS) 402/602 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS

FOR MASONRY STRUCTURES

B. FUTURE EXPANSION

1. NO PROVISIONS FOR ANY FUTURE EXPANSIONS HAVE BEEN MADE IN THE STRUCTURAL

DESIGN.

C. DEAD LOADS

1. SUPERIMPOSED DEAD LOAD: AN ALLOWANCE OF 20 PSF HAS BEEN MADE FOR NONLOAD BEARING

PARTITIONS, HANGING CEILING AND MECHANICAL EQUIPMENT LOADS SUCH AS DUCT WORK,

SPRINKLER PIPES, AND OTHER ELECTRICAL AND PLUMBING PIPES.

D. LIVE LOADS

1. DESIGN LIVE LOADS ARE BASED ON THE MORE RESTRICTIVE OF THE UNIFORM LOAD LISTED

BELOW OR THE CONCENTRATED LOAD LISTED ACTING OVER AN AREA 2.5.

2. MECHANICAL ROOMS:

• ELECTRICAL AND IT CLOSETS: 100 PSF.

• DESIGN CONCENTRATED LOAD IS THAT REQUIRED BY DESIGNATED EQUIPMENT WEIGHT.

3. ROOFS:

• ORDINARY FLAT, PITCHED AND CURVED ROOFS: 20 PSF

E. SNOW LOADS

1. SNOW CRITERIA:

• GROUND SNOW LOAD (Pg): 15 PSF

• FLAT-ROOF SNOW LOAD (Pf): 14 PSF

• SNOW EXPOSURE FACTOR (Ce): 1.0

• THERMAL FACTOR (Ct): 1.1

• ROOF SLOPE FACTOR (Cs) = 1.0

• BALANCED SNOW LOAD (Ps) = 14 PSF

PART II - DESIGN CRITERIA

A. SEISMIC LOADS

1. SEISMIC DESIGN CATEGORY: D

2. SOIL SITE CLASS: C - VERY DENSE SOIL AND SOFT ROCK

3. SEISMIC DESIGN CRITERIA:

• SS, 0.2 SEC. SPECTRAL ACCELERATION, (%g) = 1.003

• S1, 1 SEC. SPECTRAL ACCELERATION, (%g) = 0.334

• SDS, 0.2 SPECTRAL RESPONSE COEFFICIENT, (%g) = 0.802

• SD1, 1 SPECTRAL RESPONSE COEFFICIENT, (%g) = 0.334

• OCCUPANCY CATEGORY: IV

• Ie, OCCUPANCY IMPORTANCE FACTOR = 1.5

• ρ, "rho", SEISMIC REDUNDANCY FACTOR = 1.3

• CS, SEISMIC RESPONSE COEFFICIENT = 0.344

• W, TOTAL BUILDING WEIGHT (KIPS) = 173.8 K

• BASIC SEISMIC FORCE RESISTING SYSTEM: ORDINARY MOMENT FRAMES

• R, SEISMIC RESPONSE MODIFICATION FACTOR = 3.5

• Ωo, "omega naught", SYSTEM OVERSTRENGTH FACTOR = 3

• CD, DEFLECTION AMPLIFICATION FACTOR = 3

• V, DESIGN SEISMIC BASE SHEAR (KIPS) = 58.1

• ∆a, ALLOWABLE STORY DRIFT (INCHES) = 0.53 INCHES

• PLAN STRUCTURAL IRREGULARITY TYPE: NONE

• VERTICAL STRUCTURAL IRREGULARITY TYPE: NONE

• ANALYTICAL PROCEDURE: EQUIVALENT LATERAL FORCE ANALYSIS

4. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS:

1. NONSTRUCTURAL COMPONENTS ENGINEERED AS PART OF DEFERRED SUBMITTALS, AND

CONNECTIONS OF THOSE COMPONENTS TO THE PRIMARY STRUCTURE SHALL BE DESIGNED IN

ACCORDANCE WITH THE AFOREMENTIONED BUILDING CODE, THE GENERAL SEISMIC CRITERIA

LISTED ABOVE, AND THE REQUIREMENTS OF ASCE 7-16 AS APPROPRIATE.

B. WIND LOADS

1. WIND DESIGN PRESSURE CRITERIA FOR THE MAIN FORCE RESISTING SYSTEM AND COMPONENTS

AND CLADDING ARE LISTED BELOW AND TABULATED ON THIS SHEET.

1. ULTIMATE DESIGN WIND SPEED: 118 MPH (3 SECOND GUST)

2. RISK CATEGORY: IV

3. BUILDING CATEGORY: ENCLOSED

4. WIND EXPOSURE CATEGORY: B

5. GCpi, INTERNAL PRESSURE COEFFICIENT = +/- 0.18

C. BLAST LOADS

1. BLAST DESIGN BASED ON THE FOLLOWING ENGINEERING REPORT:

"JOHN J. PERSHING VAMC - REPLACE FIRE MAIN AND WATER STORAGE BLAST DESIGN NARRATIVE -

100% CD SUBMISSION, PREPARED BY THORNTON TOMASETTI, INC." DATED JUNE 23, 2023.

2. THE BLAST ENGINEERING REPORT IS AVAILABLE TO THE GENERAL CONTRACTOR UPON REQUEST

TO THE OWNER. THE INFORMATION INCLUDED THEREIN MAY BE USED BY THE GENERAL

CONTRACTOR FOR HIS GENERAL INFORMATION ONLY. THE ARCHITECT AND ENGINEER WILL NOT BE

RESPONSIBLE FOR THE ACCURACY OF SUCH DATA THEREIN.

PART II - DESIGN CRITERIA (CONTINUED)

D. BUILDING MOVEMENT AND DEFLECTIONS

1. THE BUILDING MOVEMENT SPECIFIED HEREIN IS ANTICIPATED TO OCCUR AND SHOULD BE

CONSIDERED BY THE CONTRACTOR IN THE PERFORMANCE OF THE WORK.

2. THE FOLLOWING PROVISIONS SHOULD BE MADE FOR SUPERIMPOSED LOAD DEFLECTION OF

ONE FLOOR RELATIVE TO AN ADJACENT FLOOR IN THE DESIGN, FABRICATION, AND ERECTION

OF THE BUILDING CLADDING. TYPICAL SPANDREL BEAM DEFLECTIONS: 3/8". SUPERIMPOSED

LOAD DEFLECTION IS DEFINED AS ALL DEFLECTION ANTICIPATED TO OCCUR AFTER THE

CLADDING HAS BEEN ERECTED. THE RELATIVE DEFLECTION ABOVE DOES NOT INCLUDE THE

FLOOR DEFLECTION CAUSED BY THE WEIGHT OF THE CLADDING ITSELF OR THE DEAD LOAD

DEFLECTION OF THE FLOOR FRAMING ITSELF, NOR DOES IT INCLUDE ANY ALLOWANCE FOR

FABRICATION OR ERECTION TOLERANCES.

3. FLOOR DEFLECTIONS: THE FOLLOWING PROVISION FOR SUPERIMPOSED LOAD DEFLECTIONS

SHALL BE MADE IN THE DESIGN, FABRICATION, AND INSTALLATION OF ALL PARTITIONS, GLASS

WALLS, AND OTHER ELEMENTS SUPPORTED BY AND ATTACHED TO THE STRUCTURE:

• TYPICAL FLOOR MEMBERS: SPAN/360 BUT NOT LESS THAN 3/8”

• TYPICAL ROOF MEMBERS: SPAN/360 BUT NOT LESS THAN 3/8”

4. LATERAL FRAME WIND DEFLECTION (DRIFT): THE DEFLECTIONS LISTED BELOW ARE BASED ON

WIND LOADS WITH A 10-YEAR MEAN RECURRENCE INTERVAL. THE ”FOLLOWING PROVISION

FOR LATERAL FRAME DEFLECTION IN THE PLANE OF THE WALL OF ONE FLOOR RELATIVE TO

AN ADJACENT FLOOR SHALL BE MADE IN THE DESIGN, FABRICATION AND INSTALLATION OF

THE BUILDING CLADDING: (FLOOR HEIGHT)/400

5. LATERAL FRAME SEISMIC DEFLECTION: THE FOLLOWING PROVISION FOR INELASTIC LATERAL

FRAME DEFLECTION IN THE PLANE OF THE WALL ONE FLOOR RELATIVE TO AN ADJACENT

FLOOR SHALL BE MADE IN THE DESIGN, FABRICATION AND INSTALLATION OF BUILDING

CLADDING AS SPECIFIED IN THE BUILDING CODE: (FLOOR HEIGHT)/50

A. GEOTECHNICAL ENGINEERING REPORT

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL ENGINEERING REPORT AS FOLLOWS:

"GEOTECHNICAL INVESTIGATION REPORT - JOHN J PERSHING VA MENTAL HEALTH BUILDING

1500 N WESTWOOD BLVD, POPLAR BLUFF, MO 63901" PREPARED BY SMITH & CO ENGINEERS,

DATED OCTOBER 18TH, 2022.

2. THE GEOTECHNICAL REPORT IS AVAILABLE TO THE GENERAL CONTRACTOR UPON REQUEST

TO THE OWNER. THE INFORMATION INCLUDED THEREIN MAY BE USED BY THE GENERAL

CONTRACTOR FOR HIS GENERAL INFORMATION ONLY. THE ARCHITECT AND ENGINEER WILL

NOT BE RESPONSIBLE FOR THE ACCURACY OF SUCH DATA THEREIN.

3. ALL FOUNDATION EXCAVATIONS, COMPACTION, FILL MATERIAL, TESTING AND INSPECTION OF

FOUNDATION BEARING STRATA SHALL BE PERFORMED ACCORDING TO THE REQUIREMENTS

SET FORTH IN THE GEOTECHNICAL ENGINEERING REPORT. THE CONTRACTOR SHALL

DETERMINE THE EXTENT OF CONSTRUCTION DEWATERING REQUIRED FOR THE EXCAVATION.

THE CONTRACTOR SHALL SUBMIT TO THE GEOTECHNICAL ENGINEER FOR REVIEW THE

PROPOSED PLAN FOR CONSTRUCTION DEWATERING, PRIOR TO BEGINNING THE EXCAVATION.

4. IF EXISTING SUBGRADE SOILS ARE SOFT OR PUMPING (PROOFROLLING PER GEOTECH

REPORT), THE PROJECT ENGINEER OR GEOTECHNICAL ENGINEER MAY APPROVE

CORRECTIVE ACTIONS PRIOR TO PROCEEDING WITH FOUNDATION WORK. THE CORRECTIVE

ACTIONS MAY INCLUDE OVER-EXCAVATION AND REPLACEMENT OF STRUCTURAL FILL LIFTS

OR INSTALLING GEOTEXTILES OR GEOTECHNICAL FABRICS TO IMPROVE THE STRENGTH OF

LOWER SOILS.

B. DESIGN CRITERIA PER FOUNDATION TYPE

1. SPREAD FOOTING

1. NOMINAL BEARING RESISTANCE = 3,000 PSF

2. MINIMUM ISOLATED FOOTING DIMENSION = 24 INCHES

3. MINIMUM CONTINUOUS FOOTING DIMENSION = 18 INCHES

4. MINIMUM FROST DEPTH BELOW GRADE = 24 INCHES

PART III - FOUNDATIONS

A. ALL CONCRETE MATERIALS SHALL COMPLY WITH THE STANDARDS SPECIFIED IN THE

SPECIFICATIONS. EACH MIX DESIGN SHALL BE REVIEWED BY AN APPROVED INDEPENDENT

LABORATORY & SHALL BE SUBMITTED TO THE ENGINEER OF RECORD AT LEAST 2 WEEKS PRIOR TO THE PLACEMENT OF CONCRETE. ANY CONCRETE THAT FAILS TO MEET SPECIFICATIONS SHALL BE

REMOVED & REPLACED AT THE EXPENSE OF THE CONTRACTOR.

B. PREPARE CONCRETE MIX DESIGNS FOR EACH TYPE AND STRENGTH OF CONCRETE. STRENGTH OF CONCRETE SHALL BE DETERMINED BY USING EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN ACI 301. IF TRIAL BATCH METHOD IS USED, USE AN INDEPENDENT TESTING

FACILITY ACCEPTABLE TO ENGINEER FOR PREPARING AND REPORTING PROPOSED DESIGN MIX.

C. ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE "CLASSES OF CONCRETE MATRIX".

THE NOTES BELOW ARE PROVIDED FOR EASY REFERENCE ONLY.

D. CONCRETE CRITERIA:

1. CONCRETE STRENGTH SHALL MEET THE FOLLOWING 28-DAY COMPRESSIVE STRENGTHS (f'c), UON:

• FOOTINGS: 4,000 PSI

• FOUNDATION WALLS: 4,000 PSI

• SLAB ON GRADE: 4,000 PSI

2. PROVIDE NORMAL-WEIGHT, MAX W/C RATIO OF 0.55, MIN 6% +/- 1.5% AIR-ENTRAINED CONCRETE.

3. NORMAL WEIGHT CONCRETE SHALL HAVE A UNIT WEIGHT OF 145 TO 155 PCF.

4. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.

5. AGGREGATE TO BE 3/4" MINUS, UNLESS NOTED OTHERWISE.

6. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C94 AND ACI 304.

7. NON SHRINK GROUT SHALL CONFORM TO ASTM C1107.

8. USE ACCELERATING ADMIXTURES IN COLD WEATHER ONLY WHEN APPROVED BY ENGINEER OF

RECORD.

9. USE SET RETARDING ADMIXTURES DURING HOT WEATHER ONLY WHEN APPROVED BY THE

ENGINEER OF RECORD.

10. USE OF ADMIXTURES WILL NOT RELAX COLD WEATHER PLACEMENT REQUIREMENTS.

11. DO NOT USE CALCIUM CHLORIDE.

12. WATER REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, AND USED IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

13. AIR ENTRAINMENT SHALL CONFORM TO ASTM A C260 AND SHALL BE USED IN ALL CONCRETE

MIXTURES EXPOSED TO WEATHER.

14. PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE I/II.

15. ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATION, SPADING, RODDING OR FORKING SO

THAT THE CONCRETE IS THOROUGHLY WORKED AROUND THE REINFORCEMENT, EMBEDDED

ITEMS, AND INTO THE CORNERS OF FORMS WITHOUT SEGREGATION OF MATERIALS.

16. CONCRETE TOLERANCES SHALL BE AS SPECIFIED IN ACI 301 AND AS FOLLOWS:

• TOPS OF WALLS AND COLUMNS: -3/4", +0"

• PLUMBNESS: 1/4" IN 10 FEET, 1" MAXIMUM TOTAL

• PLAN ALIGNMENT:1/2" IN 20 FEET, 1" MAXIMUM TOTAL

• CROSS-SECTIONAL DIMENSION.: -1/4", +1/2"

• SIZE AND LOCATION OF SLEEVES AND BLOCKOUTS: ±1/4"

• SLAB AND BEAM SOFFITS: 1/4" IN 10 FEET, 3/4" MAXIMUM TOTAL

17. CRACKING OF CONCRETE SLABS DUE TO SHRINKAGE IS EXPECTED. THE GENERAL CONTRACTOR SHALL ANTICIPATE REPAIRING CRACKS IN ALL SLABS. ROUT AND SEAL ALL CRACKS 0.01 INCH WIDE

AND GREATER.

E. FORMWORK AND SHORING CRITERIA:

1. FORM WORK SHALL COMPLY WITH THE SPECIFICATIONS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN, DETAILING, CARE, PLACEMENT, AND REMOVAL OF THE FORM

WORK AND SHORES. DESIGN SHALL INCLUDE RATE AND METHOD OF PLACING CONCRETE AND

CONSTRUCTION LOADS, INCLUDING VERTICAL, HORIZONTAL, AND IMPACT LOADS. FORMS SHALL

BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO PREVENT LEAKAGE OF MORTAR AND PROPERLY

BRACED OR TIED TO MAINTAIN POSITION AND SHAPE.

2. FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND SERVICEABILITY OF

THE STRUCTURE. ALL CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE SUFFICIENT

STRENGTH NOT TO BE DAMAGED THEREBY. RESHORE UNTIL 28 DAYS AFTER PLACEMENT, AND FOR

THE FULL DURATION WHERE CONSTRUCTION LOADS EXCEED SPECIFIED SERVICE LOADS.

RESHORING SHALL CONFORM TO ACI 347.

F. EMBEDDED CONDUITS, PIPES AND SLEEVES CRITERIA:

1. ANY AND ALL CONDUITS, PIPES, AND SLEEVES EMBEDDED IN STRUCTURAL CONCRETE SHALL BE

SHOWN IN PLAN OR THOROUGHLY DESCRIBED IN WRITING AND PROVIDED TO THE ENGINEER OF

RECORD FOR WRITTEN APPROVAL A MINIMUM OF FOUR WEEKS PRIOR TO INSTALLATION.

2. ALL EMBEDDED ITEMS SHALL BE LOCATED AS TO NOT IMPAIR THE STRENGTH OF THE

CONSTRUCTION OF THE CONCRETE MEMBER. CONDUITS OR DUCTS EXCEEDING ONE-THIRD THE

SLAB OR WALL THICKNESS SHALL NOT PLACED IN THE STRUCTURAL CONCRETE UNLESS

SPECIFICALLY DETAILED.

3. CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL EMBEDDED ITEMS AND

PENETRATIONS. COST OF ADDITIONAL REINFORCEMENT OR WHERE CONDUIT IS TO BE PROVIDED

WITH SCHEDULE 40 UNCOATED OR GALVANIZED STEEL PIPE (ASTM 53)

SHALL BE BORNE BY THE CONTRACTOR.

4. ALL EMBEDDED ITEMS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE DIRECTED BY THE

ENGINEER OF RECORD OR SHOWN ON THE STRUCTURAL DRAWINGS:

1. PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT SHALL NOT BE

EMBEDDED THEREIN.

2. PROPOSED CONDUITS LESS THAN OR EQUAL TO 1 1/2" OUTSIDE DIAMETER SHALL CONFORM TO

THE FOLLOWING:

1. NO EMBEDMENT SHALL DISRUPT THE PLACEMENT OF THE REINFORCING STEEL.

2. THE CONDUIT SHALL BE PLACED BETWEEN VERTICAL REINFORCEMENT LAYERS.

3. THE CONDUIT SHALL BE PLACED IN THE MIDDLE THIRD OF THE WALL FOR SINGLE LAYER

VERTICAL REINFORCEMENT.

3. HORIZONTAL CONDUIT SHALL NOT BE EMBEDDED WITHIN A SLAB ON GRADE.

4. CONDUITS SHALL NOT BE EMBEDDED HORIZONTALLY IN ANY WALL, LENGTH WISE.

5. CONDUITS SHALL NOT BE EMBEDDED VERTICALLY IN ANY WALL LESS THAN 8" THICK.

6. THE PLACEMENT OF JUNCTION BOXES SHALL NOT DISRUPT THE LOCATION OF THE

REINFORCEMENT

7. PARALLEL RUNS OF CONDUIT MAY NOT BE CLOSER THAN 3" ON CENTER.

G. CONSTRUCTION JOINTS & CONTROL JOINTS:

1. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY THE ENGINEER.

2. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN ANY CONCRETE POURS UNLESS

SHOWN ON THE DRAWINGS. THE ARCHITECT/ENGINEER SHALL APPROVE ALL DEVIATIONS OR

ADDITIONAL JOINTS IN WRITING.

3. PROVIDE JOINT SEALANT FOR WALLS EXPOSED TO EARTH OR WEATHER.

4. CONTROL JOINTS SHALL BE PROVIDED IN ALL SLABS-ON-GRADE AT A MAXIMUM SPACING OF 10'-0"

OC, UNLESS NOTED OTHERWISE. CONTROL JOINTS FOR SLABS-ON-GRADE JOINTS SHALL BE 1/8"

WIDE X (THICKNESS/4)" DEEP CONTINUOUS SAWED JOINT.

5. CONTROL JOINTS SHALL BE PROVIDED AT 30'-0" OC MAXIMUM IN CONCRETE WALLS.

6. CONTROL JOINTS SHALL BE PROVIDED AT ALL COLUMN CENTERLINES, CORNERS AND ENDS OF

WALLS, RE-ENTRANT CORNERS AND ANY OTHER AREAS WITH HIGH CRACK POTENTIAL. PROPOSED JOINT LOCATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMPLETION

OF WORK.

7. CONTROL JOINTS SHALL BE COMPLETED WITHIN 12 HOURS OF CONCRETE PLACEMENT.

8. REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINT AND CONTROL JOINTS, UNLESS NOTED OTHERWISE.

9. VERTICAL CONSTRUCTION JOINTS SHALL HAVE A CONTINUOUS 2"X4" KEY WAY ALONG THE JOINT, UNLESS NOTED OTHERWISE, SEE DETAILS. JOINTS IN WALLS REQUIRE WATER STOPS.

10. VERTICAL CONSTRUCTION JOINTS ON WALLS OR GRADE BEAMS SHALL BE LOCATED AT ONE

QUARTER TO ONE THIRD SPAN BETWEEN CAISSONS AND SHALL BE APPROVED BY ENGINEER.

11. PROVIDE REINFORCING DOWELS TO MATCH THE MEMBER REINFORCING AT THE JOINT, UNLESS

NOTED OTHERWISE.

PART IV - REINFORCED CONCRETE

A. REINFORING STEEL CRITERIA:

1. ALL REINFORCING, INCLUDING WWF, SHALL BE DETAILED, BOLSTERED, & SUPPORTED TO

COMPLY WITH ACI 315, "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCING

CONCRETE STRUCTURES" & CRSI RECOMMENDATIONS.

2. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60, Fy = 60 KSI MIN, UNLESS

NOTED OTHERWISE.

3. ALL EPOXY COATED REINFORCING SHALL CONFORM TO ASTM A775 AND SHALL BE COATED PRIOR

TO FABRICATION.

4. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. LAP FABRIC 12 INCHES MINIMUM.

5. A706 BARS MAY BE SUBSTITUTED WITH A615 BARS IF MILL CERTIFICATIONS ARE SUBMITTED

SHOWING ACTUAL YIELD STRENGTH DOES NOT EXCEED SPECIFIED STRENGTH BY MORE THAN 18

KSI AND Ft ≥ 1.25Fy.

6. REINFORCING BARS SHALL NOT BE WELDED UNLESS SPECIFICALLY SHOWN ON DRAWINGS.

7. WELDING OF REINFORCING STEEL SHALL CONFORM TO AWS D1.4, USING PROPER LOW HYDROGEN

ELECTRODES.

8. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A BAR BENDER ACCORDING TO ACI 350

BAR BEND RADIUS.

B. REINFORCING STEEL PLACEMENT:

1. BARS SHALL BE TIED SECURE PRIOR TO PLACEMENT OF CONCRETE TO MAINTAIN PROPER

PLACEMENT AFTER CONCRETE IS IN PLACE. USE CHAIRS OR OTHER SUPPORT DEVICES

RECOMMENDED BY CRSI TO SUPPORT & TIE REINFORCEMENT BARS & WWF PRIOR TO PLACING

CONCRETE.

2. ALL BARS IN CONCRETE SHALL BE LAPPED (CLASS B) IN ACCORDANCE WITH THE SCHEDULE

PROVIDED IN THESE DRAWINGS UNLESS SPECIFICALLY NOTED OTHERWISE

3. REINFORCING STEEL COVERAGE SHOULD CONFORM TO THE REQUIREMENTS SPECIFIED IN DETAILS

LABELED “TYPICAL CONCRETE CLEAR COVER” UNLESS NOTED OTHERWISE ON THE DRAWINGS.

COVER SPECIFIED SHALL BE CONSIDERED MINIMUMS THAT MAY REQUIRE INCREASING WHERE

REINFORCING STEEL INTERSECTS FOR DIFFERENT MEMBER TYPES.

4. ALL EMBEDMENT & DOWELS SHALL BE SECURELY TIED TO FORM WORK OR TO ADJACENT

REINFORCING PRIOR TO THE PLACEMENT OF CONCRETE.

5. ALL VERTICAL REINFORCING SHALL BE DOWELED TO FOOTINGS OR THE STRUCTURE BELOW.

DOWELS SHALL BE THE SAME SIZE AND AT THE SAME SPACING AS THE VERTICAL WALL

REINFORCING SCHEDULED FOR THE WALL ABOVE. DOWELS SHALL EXTEND INTO FOOTINGS WITH

A 90 DEGREE STANDARD ACI HOOK & TO WITHIN 4" OF THE BOTTOM OF THE FOOTING.

6. UNLESS NOTED OTHERWISE, PLACE (2) - #4 BARS AROUND ALL OPENINGS 8" OR LARGER IN ANY

DIRECTION, & EXTEND REINFORCING BARS A MINIMUM OF 24" BEYOND THE CORNER OF THE

OPENINGS. WHERE 24" IS NOT AVAILABLE, EXTEND BARS AS FAR BEYOND THE OPENING AS

POSSIBLE, & TERMINATE THEM WITH A 90 DEGREE STANDARD ACI HOOK. PROVIDE 2 - #4 X 4'-0"

DIAGONAL AT THE CORNERS OF EACH OPENING.

7. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL CURBS, DOWELS, SLEEVES, CONDUITS, BOLTS, & INSERTS PRIOR TO CONCRETE PLACEMENT.

PART V - REINFORCING STEEL

A. SEE SPECIFICATIONS. ACCEPTABLE MANUFACTURERS (EPOXY TYPE) LISTED FOR REFERENCE ONLY:

1. HILTI.....................HIT-HY 200

2. SIMPSON............. SET-XP

B. ANCHOR INSTALLATION:

1. DRILL HOLE TO THE EMBEDMENT DEPTH NOTED ON PLANS, MINIMUM 9x ANCHOR/BAR DIAMETER.

DRILL BIT DIAMETER TO BE DETERMINED PER ANCHOR DIAMETER IN ACCORDANCE WITH

MANUFACTURER'S SPECIFICATIONS.

2. INSTALL ANCHORS PER MANUFACTURER'S REQUIREMENTS. THESE REQUIREMENTS INCLUDE, BUT

ARE NOT LIMITED TO, HOLE PREPARATION, EPOXY PROPORTIONS AND QUANTITIES,

INSTALLATION TEMPERATURE, AND CURE TIMES.

3. CLEAR OUT ALL DUST AND FRAGMENTS FROM THE HOLE PRIOR TO INJECTION OF EPOXY USING A BRUSH AND COMPRESSED AIR. COMPRESSED AIR TO BE INJECTED INTO THE HOLE USING A WAND

TO BLOW THE DUST FROM THE BACK OF THE HOLE FORWARD THROUGH THE OPENING. ENSURE

ALL DUST HAS BEEN REMOVED PRIOR TO INJECTING EPOXY.

4. INJECT EPOXY INTO HOLE. AMOUNT OF EPOXY TO BE DETERMINED BY MANUFACTURER'S

REQUIREMENTS FOR ANCHOR DIAMETER AND EMBEDMENT DEPTH.

5. INSERT ANCHOR AND TWIST 1/2 ROTATION UNLESS NOTED OTHERWISE IN INSTALLATION

INSTRUCTIONS.

6. REMOVE EXCESS EPOXY FROM SURFACE.

7. ALLOW EPOXY TO CURE PER MANUFACTURER'S SPECIFICATIONS.

8. INSPECTIONS AS PER MANUFACTURER'S REQUIREMENTS.

PART VI - POST INSTALLED ANCHORAGE

A. MASONRY WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE…

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