922CM3006_GANC_Bid Documents_Plans_151-178.pdf

Project Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9

922CM3006

JDL CCT Dwg. of 178

Office of Design and Construction

Service U.S. Department of Veterans Affairs

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Revisions: Date:

Drawing Title

Approved: Project Director

Phase

Building Number

VA FORM 08 - 6231

321 4 5 6 7 8 9

GEORGIA NATIONAL CEMETERY

CONSTRUCTION DOCUMENTS

FOR PHASE 2

Fil e P ath : O

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Gordon

148 S. Queen Street, Suite 201

Martinsburg, WV 25401

Phone: 304-725-8456 www.gordon.us.com

PROGRAMMING AND PLANNING

CIVIL ENGINEERING

LANDSCAPE ARCHITECTURE

SURVEY AND MAPPING

SECURITY CONSULTING

FEBRUARY 28, 2022

BID DOCUMENTS SUBMISSION

LI502

BID DOCUMENTS

CHEROKEE COUNTY, GEORGIA

The LA Group

(518) 587-8100

RVi

(512) 480-0032

Leo A Daly

(402) 391-8111

Aqua Engineering

(970) 372-6104

Ce rt i f ie d Irrigat ion Designer

I R R

I G AT I O N A S S OC I A T I O

NCID

46102

JO

HN D. LEONARD

2022/02/28

IRRIGATION DETAILS

1 SPRAY SPRINKLER

ASSEMBLY N.T.S. 2 ROTOR SPRINKLER

ASSEMBLY N.T.S. 3 ROTOR SPRINKLER IN IRRIGATION AISLE

ASSEMBLY N.T.S.

4 SPRINKLER PLACEMENT IN IRRIGATION AISLE

ASSEMBLY N.T.S.

54" MIN.

Project Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9

922CM3006

JDL CCT Dwg. of 178

Office of Design and Construction

Service U.S. Department of Veterans Affairs

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Revisions: Date:

Drawing Title

Approved: Project Director

Phase

Building Number

VA FORM 08 - 6231

321 4 5 6 7 8 9

GEORGIA NATIONAL CEMETERY

CONSTRUCTION DOCUMENTS

FOR PHASE 2

Fil e P ath : O

:\G

OR

DO

N\

GE

OR

GI

AN

C\ P-

GA

NC

.D W

G

Gordon

148 S. Queen Street, Suite 201

Martinsburg, WV 25401

Phone: 304-725-8456 www.gordon.us.com

PROGRAMMING AND PLANNING

CIVIL ENGINEERING

LANDSCAPE ARCHITECTURE

SURVEY AND MAPPING

SECURITY CONSULTING

FEBRUARY 28, 2022

BID DOCUMENTS SUBMISSION

LI503

BID DOCUMENTS

CHEROKEE COUNTY, GEORGIA

The LA Group

(518) 587-8100

RVi

(512) 480-0032

Leo A Daly

(402) 391-8111

Aqua Engineering

(970) 372-6104

Ce rt i f ie d Irrigat ion Designer

I R R

I G AT I O N A S S OC I A T I O

NCID

46102

JO

HN D. LEONARD

2022/02/28

IRRIGATION DETAILS

1 IRRIGATION CONTROLLER

ASSEMBLY N.T.S. 2 CONTROLLER GROUNDING

ASSEMBLY N.T.S. 3 RESTRAINED CASING SPACER

ASSEMBLY N.T.S.

4 FLOWER WATER STATION

ASSEMBLY N.T.S.

GENERAL SYMBOLS

SCALE:

B2

VIEW NAME

1/8" = 1'-0"

A4

EARTH

EARTH GRAVEL

CONCRETE

METALS

BRICK

CMU

TILE

STONE

WOOD

GYPSUM

GLASS

INSULATION

REGULAR

STEEL ALUMINUM

FACE COMMON

CMU

CERAMIC

MARBLE LIMESTONE

FINISH BLOCKING

PLASTER OR GWB

LARGE SCALE SMALL SCALE

BATT OR

LOOSE

RIGID

SURFACE

DETAIL TITLE

BUILDING SECTION

WALL SECTION

EXTERIOR / INTERIOR

ELEVATION

INTERIOR MULTI-VIEW

ELEVATION

MATERIALS REFERENCE

DETAIL SECTION

AE402

C4

AE201

A1

AE305

SIM

A1

AE305

SIM

A1

AE305

SIM

AE505

C3

A3

ELEVATION NUMBER

SHEET ON WHICH

ELEVATION IS DRAWN

ELEVATION NUMBER

SHEET ON WHICH

ELEVATION IS DRAWN

ACTUAL SQ. FT.

PROGRAMMED SQ. FT.

ROOM NUMBER

DOOR NUMBER

KEYNOTE

WALL TYPE

REVISION NUMBER

ELEVATION INDICATION

COLUMN GRID

IDENTIFICATION

NORTH ARROW

WINDOW NUMBER

A1

EQUIPMENT TAG

D

NTRUE

NORTH

MATCHLINE

FINISH , FINISH MATERIAL FINISH EXTENTS

SPRAY FOAM

B

5E

1t

S

W1

ROOM NAME

A505B

200 SF / 150 SF

Location

Issue Date

Project Number

Drawing Number

Project Title

Checked Drawn

CHEROKEE COUNTY, GEORGIA

922CM3006

Dwg. of

Office of Design and Construction

Service

U.S. Department of Veterans Affairs

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Revisions: Date:

Drawing Title

Approved: Project Director

Phase

Building Number

BID DOCUMENTS SUBMISSION

GEORGIA NATIONAL CEMETERY

CONSTRUCTION DOCUMENTS

FOR PHASE 2

F ile

P at h:

G

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LB

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The LA Group

(518) 587-8100

RVi

(512) 480-0032

Leo A Daly

(402) 391-8111

Aqua Engineering

(970) 372-6104

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9

VA FORM 08 - 6231

321 4 5 6 7 8 9 10

Gordon 148 S. Queen Street, Suite 201

Martinsburg, WV 25401

Phone: 304-725-8456 www.gordon.us.com

PROGRAMMING AND PLANNING

CIVIL ENGINEERING

LANDSCAPE ARCHITECTURE

SURVEY AND MAPPING

SECURITY CONSULTING

Project No.003-10230-003

FEBRUARY 28, 2022

BID DOCUMENTS

GENERAL NOTES, SYMBOLS AND

ABBREVIATIONS

G-001

KCWMAC

A

A/C AIR CONDITIONING

AB ANCHOR BOLT / AIR BLENDER

ABS ACRYLONITRILE-BUTADIENE-STYRENE

AC ALTERNATING CURRENT / AIR COMPRESSOR

ACMU ARCHITECTURAL CONCRETE MASONRY UNIT

ACP ASBESTOS CEMENT PIPE

ACT ACOUSTICAL CEILING TILE

ACU AIR CONDITIONING UNIT

AD AREA DRAIN

ADA AMERICANS WITH DISABILITIES ACT

ADJ ADJACENT / ADJUSTABLE

ADR ACCESS DOOR

AFF ABOVE FINISH FLOOR

AHJ AUTHORITY HAVING JURISDICTION

AHU AIR HANDLING UNIT

AL ALUMINUM

ALT ALTERNATE

APPROX APPROXIMATELY

APT APARTMENT

ARCH ARCHITECT(URAL)

ASPH ASPHALT

ATB AIR TERMINAL BOX

ATC ACOUSTICAL TILE CEILING

ATD AIR TRANSFER DUCT

ATU AIR TERMINAL UNIT

AUX AUXILIARY

AVG AVERAGE

AWT ACOUSTICAL WALL TREATMENT

AZ AZIMUTH

B

BB BALLED AND BURLAPPED

BD BOARD

BDD BACK DRAFT DAMPER

BE BOTTOM ELEVATION

BL BUILDING LINE

BLDG BUILDING

BLKG BLOCKING

BM BENCH MARK / BEAM

BR BARE ROOT

BRG BEARING

BTU BRITISH THERMAL UNIT

BTUH BRITISH THERMAL UNIT PER HOUR

C

C/C CENTER TO CENTER

CAB CABINET

CB CIRCUIT BREAKER / CATCH BASIN

CC COOLING UNIT

CE COVER ELEVATION

CEM CEMENT

CFM CUBIC FEET PER MINUTE

CG CORNER GUARD

CH CHILLER

CI CURB INLET / CAST IRON

CIP CAST IRON PIPE

CJ CONTROL JOINT OR CONTRACTION JOINT

CKT CIRCUIT

CL CENTER LINE

CLG CEILING

CLO CLOSET

CLR CLEAR

CM CENTIMETER

CMH CUBIC METER PER HOUR

CMP CORRUGATED METAL PIPE

CMU CONCRETE MASONRY UNIT

CO CLEANOUT / CARBON MONOXIDE

CO2 CARBON DIOXIDE

COL COLUMN

COMB COMBINATION / COMBINE

COMP COMPRESSIBLE

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS / CONTINUATION

CONTR CONTRACTOR

CORR CORRIDOR

ABBREVIATIONS

CP CARPET

CR CRASH RAIL

CS CONCRETE SEALER

CSF CUBIC FEET PER SECOND

CT CERAMIC TILE / COOLING TOWER

CTB CERAMIC TILE BASE

CTF CERAMIC TILE FLOOR

CTR CENTER

CTW CERAMIC TILE WALL

CU CONDENSING UNIT

CUH CABINET UNIT HEATER

CUYD CUBIC YARD

CW COLD WATER

D

D DRAIN / DIFFUSER

DA DENTAL AIR

DBL DOUBLE

DEPR DEPRESSED

DEPT DEPARTMENT

DET DETAIL

DF DRINKING FOUNTAIN

DIA DIAMETER

DIAG DIAGONAL

DIFF DIFFUSER

DIP DUCTILE IRON PIPE

DISC DISCONNECT

DISP DISPENSER

DIST DISTRIBUTION

DK DECK

DL DEAD LOAD

DN DOWN

DO DITTO

DPR DAMPER

DR DOOR

DS DOWNSPOUT

DV DENTAL VACUUM

DWG DRAWING

DWL DOWEL

DWP DOMESTIC WATER PUMP

E

EA EACH / EXHAUST AIR

ECT ENTRY CARPET TILE

EF EACH FACE / EXHAUST FAN

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRIC(AL)

ELEV ELEVATOR

EMBED EMBEDMENT

EMD ESTIMATED MAXIMUM DEMAND

EMT ELECTRICAL METAL TUBING

ENG ENTRANCE GRATING

EP EPOXY PAINT

EQ EQUAL

EQUIP EQUIPMENT

ET EXPANSION TANK / EPOXY TERRAZZO

ETB EPOXY TERRAZZO INTEGRAL COVE BASE

EVAC MEDICAL GAS EVACUATION

EW EACH WAY

EWC ELECTRICAL WATER COOLER

EWH ELECTRICAL WATER HEATER

EXH EXHAUST

EXP EXPOSED

EXPN EXPANSION

EXST EXISTING

EXT EXTERIOR

F

F FIRE MAIN

FA FIRE ALARM

FCU FAN COIL UNIT

FD FLOOR DRAIN / FIRE DAMPER

FD / SD COMBINATION FIRE AND SMOKE DAMPER

FDC FIRE DEPARTMENT CONNECTION

FDN FOUNDATION

FDR FEEDER

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FF&E FURNITURE, FIXTURE, AND EQUIPMENT

FH FIRE HYDRANT

FHC FIRE HOSE CABINET

FIN FINISH

FIX FIXTURE

FL FLOOR

FM FORCE MAIN / FACTORY MUTUAL

FP FIREPROOFING / FIRE PUMP

FPM FEET PER MINUTE

FR FIRE RATED

FRP FIBERGLASS REINFORCED PLASTIC

FS FLOW SWITCH

FT FEET

FTG FOOTING

FVC FIRE VALVE CABINET

G

G GAS / GRILLE

GA GAGE

GALV GALVANIZED

GB GRAB BAR

GBD GRAVITY BACKDRAFT DAMPER

GEN GENERATOR

GFRC GLASS FIBER REINFORCED CONCRETE

GI GALVANIZED IRON

GL GLASS

GLB GLASS BLOCK

GLP GLASS PANEL

GLT GLASS TILE

GP GLAZED PAINT

GPM GALLONS PER MINUTE

GR GRADE

GRV GRAVITY ROOF VENTILATOR

GT GROUT

GWB GYPSUM WALLBOARD

GYP GYPSUM

H

HB HOSE BIBB

HC HEATING COIL

HDNR HARDENER

HDW HARDWARE

HDWD HARDWOOD

HK1E HOOK ONE END

HK2E HOOK TWO ENDS

HM HOLLOW METAL

HNDRL HANDRAIL

HORIZ HORIZONTAL

HP HORSEPOWER

HPT HIGH POINT

HR HOUR

HS HIGH STRENGTH

HT HEIGHT

HTG HEATING

HTR HEATER

HVAC HEATING, VENTILATING AND AIR CONDITIONING

HW HOT WATER

HWC HOT WATER CIRCULATING

HZ HERTZ

I

IA INSTRUMENT AIR

IC INTERCOM

ID INSIDE DIAMETER

IE INVERT ELEVATION

IF INSIDE FACE

IN INCH

INSUL INSULATION

INT INTERIOR

J

JAN JANITOR

JB JUNCTION BOX

JP JOCKEY PUMP

JST JOIST

JT JOINT

K

KC MIL THOUSAND CIRCULAR MILS

KCJ KEYED CONSTRUCTION JOINT

KIT KITCHEN

KPA KILOPASCALS

KS KITCHEN SINK

KV KILOVOLT

KVA KILOVOLT AMPERE

KW KILOWATTS

L

L LITER

LA LABORATORY AIR

LAB LABORATORY

LAM LAMINATE

LAV LAVATORY

LBS POUNDS

LF LINEAR FEET

LIN LINEAR

LINO LINOLEUM

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LMU LIGHTWEIGHT MASONRY UNITS

LONG LONGITUDINAL

LPM LITERS PER MINUTE

LT LIGHT

LT WT LIGHT WEIGHT

LTG LIGHTING

LV LABORATORY VACUUM

LVL LEVEL

LVT LUXURY VINYL TILE

M

M METER

M2 SQUARE METER

M3 CUBIC METER

MA MEDICAL AIR

MAINT MAINTENANCE

MAR MARBLE

MAS MASONRY

MAT MATERIAL

MAX MAXIMUM

MB MARBLE

MBH 1000 BTUH

MDO MEDIUM DENSITY OVERLAY

MECH MECHANICAL

MET METAL

MFR MANUFACTURER

MG MOTOR GENERATOR / MEDICAL GAS

MH MANHOLE

MIN MINIMUM

MLO MAIN LUGS ONLY

MM MILLIMETER

MO MASONRY OPENING

MP METAL PANEL

MSP1 METAL SOFFIT PANEL TYPE 1

MSP2 METAL SOFFIT PANEL TYPE 2

MT METAL TRANSITION

MTD MOUNTED

MTG MOUNTING

MULL MULLION

MV MEDICAL VACUUM

N

N NITROGEN

N2O NITROUS OXIDE

NEC NATIONAL ELECTRICAL CODE

NFPA NATIONAL FIRE PROTECTION

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NTS NOT TO SCALE

O

O/S OFFSET

OA OUTSIDE AIR

OBD OPPOSED BLADE DAMPER

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OX OXYGEN

OZ OUNCE

P

P PAINT / PUMP / PENDANT

PA PASCAL

PART PARTITION

PAVT PAVEMENT

PC POINT OF CURVATURE / PRIVACY CURTAIN

PCF POUNDS PER CUBIC FOOT

PED PEDESTAL

PERP PERPENDICULAR

PHC PREHEAT COIL

PHVAC PLUMBING, HEATING, VENTILATING AND AIR

CONDITIONING

PI POINT OF INTERSECTION

PIV POST INDICATOR VALVE

PKG PARKING

PL PLASTIC LAMINATE / PROPERTY LINE / PLATE

PLAS PLASTER

PLBG PLUMBING

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PNL PANEL

POL CONC POLISHED CONCRETE

PPT PORCELAIN PAVER TILE

PR PAIR

PRF POURED RESINOUS FLOORING

PROJ PROJECTION

PRV PRESSURE REGULATING VALVE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT OF TANGENCY

PTVC POINT OF VERTICAL CURVATURE

PTW PORCELAIN TILE WALL

PVC POLYVINYL CHLORIDE

PVI POINT OF VERTICAL INTERSECTION

PVT POINT OF VERTICAL TANGENCY

Q

QTB QUARRY TILE BASE

QTF QUARRY TILE FLOOR

QZP QUARTZ POLYMER

R

R RADIUS / REGISTER

RA RETURN AIR

RAF RAISED ACCESS FLOORING

RB RUBBER BASE

RCP REINFORCED CONCRETE PIPE

RD ROOF DRAIN

REF REFERENCE

REFL REFLECTED

REG REGISTER

REINF REINFORCED

REQD REQUIRED

REV REVERSE / REVISION

RF RETURN FAN

RGS RIGID GALVANIZED STEEL

RH ROOF HOOD / RELATIVE HUMIDITY / REHEAT

RHC REHEAT COIL

RM ROOM

RO ROUGH OPENING

ROW RIGHT OF WAY

RS RESILIENT SHEET

RT RESILIENT TILE

S

S STAIR / SURFACE / SANITARY

SA SUPPLY AIR / SOUND ATTENUATOR

SAN SANITARY

SCH SCHEDULE

SD SMOKE DAMPER / SUB DRAIN / STORM SEWER

SECT SECTION

SF SUPPLY FAN / STONE

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SP SUMP PUMP

SPEC SPECIFICATIONS

SQ SQUARE

SS SERVICE SINK / SANITARY SEWER

SSM SOLID SURFACE MATERIAL

SSO STORM SEWER OVERFLOW

SST STAIR TREAD

SSTL STAINLESS STEEL

ST STAIN

STA STATION

STD STANDARD

STE STANDARD TAPERED END

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STOR STORAGE

STR STRUCTURAL

SUSP SUSPENDED

SW SWITCH

SWGR SWITCHGEAR

SYM SYMMETRICAL

T

T TREAD

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TC TOP OF CURB

TE TOP ELEVATION

TEL TELEPHONE

TEMP TEMPERATURE

TERR TERRAZZO

TLT TOILET

TOPO TOPOGRAPHY

TOS TOP OF STEEL

TOW TOP OF WALL

TP TOP OF PAVEMENT

TRANS TRANSVERSE

TS TRANSITION STRIP

TYP TYPICAL

U

UC UNDERCUT

UG UNDERGROUND

UH UNIT HEATER

UNO UNLESS NOTED OTHERWISE

UR URINAL

UV UNIT VENTILATOR

V

V VOLT

VAV VARIABLE AIR VOLUME

VC VERTICAL CURVE

VCP VITRIFIED CLAY PIPE

VCT VINYL COMPOSITION TILE

VERT VERTICAL

VEST VESTIBULE

VFD VARIABLE FREQUENCY DRIVE

VTR VENT THROUGH ROOF

VWC VINYL WALL COVERING

W

W WATT / WATER

W/ WITH

W/O WITHOUT

WAGD WASTE ANESTHESIA GAS DISPOSAL

WC WATER CLOSET / WALL COVERING

WD WOOD

WDB WOOD BASE

WDF WOOD FLOOR

WDP WOOD PANEL

WDW WINDOW

WDWF WINDOW FILM

WGD WALL GUARD

WH WATER HEATER / WALL HYDRANT

WP WEATHERPROOF

WPFG WATERPROOFING

WS WATER STOP

WT WEIGHT / WINDOW TREATMENT

WWF WELDED WIRE FABRIC

X

XFMR TRANSFORMER

Y

YD YARD

YH YARD HYDRANT

1. FOR EXIT LIGHTS AND EMERGENCY LIGHTING, SEE ELECTRICAL.

LIFE SAFETY GENERAL NOTES

OCCUPANCY

B

AREA NAME

150 SF 00

00 OCC.

EGRESS PATH WITH NAME, SEGMENT LENGTH, AND

DIRECTION INDICATED

IBC OCCUPANCY GROUP

ROOM (NET) AND AREA (GROSS) TAGS INDICATING SQUARE

FOOTAGE / OCCUPANCY LOAD FACTOR, AND RESULTING

OCCUPANCY BELOW

CODE ANALYIS LEGEND

PATH A

PROJECT SCOPE OF WORK:

PUBLIC INFORMATION CENTER

THE PROPOSED ADDITION TO THE EXISTING BUILDING, APPROXIMATELY 264 SQUARE FEET, INCLUDES

TWO SMALL MEETING ROOMS.

ADMINISTRATION MAINTENANCE COMPLEX

WORK IN THE ADMINISTRATION AND MAINTENANCE BUILDING IS LIMITED TO AN INTERIOR REFRESH, NO HEAVY DEMOLITION OR RENOVATION. SCOPE INCLUDES NEW PARTITIONS, DOORS AND FINISHES IN THE

CONFERENCE ROOM AND OFFICE, AND ASSOCIATED MECHANICAL AND ELECTRICAL WORK.

1.1 APPLICABLE CODES & STANDARDS

1.1.1 INTERNATIONAL BUILDING CODE, 2018 EDITION, WITH LOCAL AMENDMENTS (IBC)

1.1.2 INTERNATIONAL FIRE CODE, 2018 EDITION, WITH LOCAL AMENDMENTS (IFC)

1.1.3 INTERNATIONAL ENERGY CODE, 2015 EDITION, WITH LOCAL AMENDMENTS(IECC)

1.1.4 INTERNATIONAL PLUMBING CODE, 2018 EDITION, WITH LOCAL AMENDMENTS (IPC)

1.1.5 INTERNATIONAL FUEL GAS CODE, 2018 EDITION, WITH LOCAL AMENDMENTS (IFGC)

1.1.6 INTERNATIONAL MECHANICAL CODE, 2018 EDITION, WITH LOCAL AMENDMENTS (IMC)

1.1.7 2018 NFPA 101 LIFE SAFETY CODE

1.1.8 ABA AMERICAN BARRIERS ACT PG-18-13

1.1.9 VA PROGRAM GUIDE PG-18-3, PG-18-4, PG-18-15

1.1.10 VA SUSTAINABLE DESIGN MANUAL (REV1 AUGUST 18, 2017)

1.1.11 VA DESIGN AND CONSTRUCTION CRITERIA, NCA SPECIFIC CRITERIA AND SPECIFICATIONS

1.1.12 VA PROGRAM GUIDE 18-10

1.1.13 NATIONAL CEMETERY SIGNS

1.2 OCCUPANCY CLASSIFICATION

PUBLIC INFORMATION CENTER

1.2.1 BUSINESS - B

ADMINISTRATION AND MAINTENANCE BUILDING

1.2.2 BUSINESS - B

ASSEMBLY - A

1.2 OCCUPANCY LOAD

PUBLIC INFORMATION CENTER

1.2.1 BUSINESS - 11 OCCUPANTS

ADMINISTRATION AND MAINTENANCE BUILDING

1.2.2 BUSINESS - B - 21 OCCUPANTS

ASSEMBLY - A - 8 OCCUPANTS

1.3 CONSTRUCTION TYPE

IBC CHAPTER 6

1.5.1 TYPE II-B NON-SPRINKLED

1.6 FIRE RESISTIVE REQUIREMENTS

IBC CHAPTER 6 TABLE 601

1.6.1 PRIMARY STRUCTURAL FRAME = 0-HOUR RATING

1.6.2 BEARING WALLS, EXTERIOR = 0-HOUR RATING

1.6.3 BEARING WALLS, INTERIOR = 0-HOUR RATING

1.6.4 NON-BEARING WALLS & PARTITIONS, EXTERIOR = 0-HOUR RATING

1.6.5 NON-BEARING WALLS & PARTITIONS, INTERIOR = 0-HOUR RATING

1.6.6 FLOOR CONSTRUCTION = 0-HOUR RATING

1.6.7 ROOF CONSTRUCTION = 0-HOUR RATING

1.6 MEANS OF EGRESS

IBC CHAPTER 10

1.6.1 MINIMUM NUMBER OF EXITS:

BASED ON SECTION 1006.2

PUBLIC INFORMATION CENTER B = 1 REQUIRED, 3 TOTAL PROVIDED

ADMINISTRATION MAINTENANCE COMPLEX B = 1 REQUIRED, 2 TOTAL PROVIDED

1.6.2 MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE:

TABLE 1006.2.1

PUBLIC INFORMATION CENTER

B OCCUPANCY ALLOWABLE = 100', ACTUAL = 0'

ADMINISTRATION MAINTENANCE COMPLEX

B OCCUPANCY ALLOWABLE = 100', ACTUAL = 14'-7"

1.6.3 MAXIMUM DEAD END CORRIDOR DISTANCE:

SECTION 1020.4

B = 20'

1.6.4 EXIT ACCESS TRAVEL DISTANCE:

TABLE 1017.2

B OCCUPANCY, NON-SPRINKLED ALLOWABLE = 200'

1.6.5 PUBLIC INFORMATION CENTER

REQUIRED EGRESS: 11 OCCUPANTS x 0.2 = 2.2"

MINIMUM DOOR CLEAR WIDTH, SECTION 1010.1.1: 32"

PROVIDED EGRESS DOOR WIDTH: 130"

ADMINISTRATION MAINTENANCE COMPLEX

REQUIRED EGRESS: 29 OCCUPANTS x 0.2 = 5.8"

MINIMUM DOOR CLEAR WIDTH, SECTION 1010.1.1: 32"

PROVIDED EGRESS DOOR WIDTH: 96"

/675 SF

BUSINESS

7 OCC.

TD=47'-6"

OCCUPANCY

B

121 SF

FAMILY RM

PIC02

121 SF

FAMILY RM

PIC01

2 OCC2 OCC

EXIT WIDTH = 35"

CAPACITY = 175

EXIT WIDTH = 35"

CAPACITY = 175

EXIT WIDTH = 5'-0"

CAPACITY = 300

/592 SF

BUSINESS

6 OCC.

OCCUPANCY

B

TD = 46'-11"

C P

4' -7

84 SF

OFFICE

ADM02

EXIT WIDTH = 5'-0"

CAPACITY = 300

1 OCC

8 OCC

EXIT WIDTH = 3'-0"

CAPACITY = 180

/1909 SF

BUSINESS

20 OCC.

117 SF

CONFERENCE

ROOM

ADM01

OCCUPANCY

B

OCCUPANCY

A

Location

Issue Date

Project Number

Drawing Number

Project Title

Checked Drawn

CHEROKEE COUNTY, GEORGIA

922CM3006

Dwg. of

Office of Design and Construction

Service

U.S. Department of Veterans Affairs

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Revisions: Date:

Drawing Title

Approved: Project Director

Phase

Building Number

BID DOCUMENTS SUBMISSION

GEORGIA NATIONAL CEMETERY

CONSTRUCTION DOCUMENTS

FOR PHASE 2

F ile

P at h:

G

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Leo A Daly

(402) 391-8111

Aqua Engineering

(970) 372-6104

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VA FORM 08 - 6231

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Gordon 148 S. Queen Street, Suite 201

Martinsburg, WV 25401

Phone: 304-725-8456 www.gordon.us.com

PROGRAMMING AND PLANNING

CIVIL ENGINEERING

LANDSCAPE ARCHITECTURE

SURVEY AND MAPPING

SECURITY CONSULTING

Project No.003-10230-003

FEBRUARY 28, 2022

BID DOCUMENTS

LIFE SAFETY PLAN (ADD ALTERNATE)

G-002

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CODE AND LIFE SAFETY PLAN - PUBLIC INFORMATION CENTER (ADD ALTERNATE B)

SCALE: 1/8" = 1'-0"

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CODE AND LIFE SAFETY PLAN - ADMIN/MAINTENANCE COMPLEX (ADD ALTERNATE A)

2'

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010000 - GENERAL REQUIREMENTS AND DESIGN CRITERIA

1. APPLICABLE BUILDING CODE AND SELECT REFERENCING STANDARDS

INTERNATIONAL BUILDING CODE, 2018 WITH GEORGIA AMENDMENTS

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES INCLUDING SUPPLEMENT NO. 1

AND 2, EXCLUDING CHAPTER 14 AND APPENDIX 11A

AWS D1.1-2011 STRUCTURAL WELDING CODE - STEEL

TMS 402-16 BUILDING CODE FOR MASONRY STRUCTURES

VA DESIGN INSTRUCTIONS TO ARCHITECTS AND ENGINEERS – STRUCTURAL DESIGN MANUAL FOR ANCILLARY

FACILITIES PROJECTS, FEBRUARY 1, 2014

AISC 303-10 CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDING AND BRIDGES

ACI 301-10 CODE OF STANDARD PRACTICE FOR REINFORCED CONCRETE BUILDINGS

OTHER SELECT REFERENCED STANDARDS MAY BE INDICATED ELSEWHERE IN THE CONTRACT DOCUMENTS, AS

APPLICABLE.

THE PROVISIONS OF THE REFERENCED BUILDING CODE AND ALL REFERENCED STANDARDS THEREIN SHALL APPLY TO THIS PROJECT. WHERE THERE IS A CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL BE APPLICABLE. TYPICALLY, THE LATEST EDITION OF CONSTRUCTION STANDARDS SHALL BE UTILIZED, AS APPROVED BY THE AUTHORITY HAVING JURISDICTION.

2. INTERPRETATION OF CONFLICTS:

SHOULD CONFLICTS OCCUR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL REQUEST

INTERPRETATION BEFORE PROCEEDING WITH THE ASSOCIATED WORK. ALL SUCH REQUESTS SHALL FIRST BE PRECEDED BY A DILIGENT INVESTIGATION INTO THE CONTRACT DOCUMENTS. EVIDENCE OF SUCH

INVESTIGATION SHALL BE CONTAINED IN ALL REQUESTS FOR INTERPRETATION SUBMITTED.

IF THE CONTRACTOR FAILS TO MAKE SUCH A REQUEST, THE CONTRACTOR IS EXPECTED TO COMPLETE THE WORK AS INDICATED IN THE CONTRACT DOCUMENTS. SHOULD CONFLICTS OCCUR IN OR BETWEEN DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR SHALL ESTIMATE THE COST OF THE WORK BASED ON THE MORE EXPENSIVE WAY OF DOING THE WORK UNLESS HAVING ASKED FOR, AND OBTAINED, WRITTEN DECISION

BEFORE SUBMISSION OF PROPOSAL AS TO WHICH METHOD OR MATERIALS WILL BE REQUIRED.

3. STRUCTURAL SYSTEMS HAVE BEEN DESIGNED TO RESIST THE FOLLOWINGS DESIGN LOADS:

A. FLOOR LIVE LOADS

THE "TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN" INDICATED BELOW WAS USED FOR ALL OCCUPANCY OR USE TYPES, EXCEPT THOSE WHERE THE "CODE-SPECIFIED MINIMUM LIVE LOADS" ARE GREATER, IN WHICH CASE THE ASSOCIATED LIVE LOAD INDICATED IN THE TABLE WAS USED FOR DESIGN. SEE

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR THE DEFINITION OF SPACES.

TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN = 100 PSF, 1000 LB CONCENTRATED LOAD

* UNLESS OTHERWISE INDICATED, THE CONCENTRATED LOAD INDICATED WAS DISTRIBUTED OVER AN AREA OF 2.5 FEET BY 2.5 FEET (6.25 SQUARE FEET), AND LOCATED AS TO PROVIDE THE MAXIMUM LOAD

EFFECTS IN THE STRUCTURAL MEMBERS.

** PROVISIONS FOR MOVEABLE PARTITIONS ARE NOT INCLUDED.

PER SECTION 106.1 OF IBC, AN APPROVED (ALLOWABLE) LIVE LOAD POSTING SHALL BE PROVIDED PROMINENTLY IN ALL PORTIONS OF FLOORS AND ROOFS WHERE DESIGN LIVE LOADS (OR ROOF LIVE LOADS) INDICATED IN THE DESIGN LOADS SECTION OF THESE STRUCTURAL GENERAL NOTES ARE GREATER THAN 50 PSF. EACH CONTIGUOUS PORTION OF THE FLOOR WITH THE SAME LIVE LOAD EXCEEDING 50 PSF SHALL HAVE A SIGN PROMINENTLY POSTED AT THE MAIN ENTRANCE TO THAT

RESPECTIVE AREA, AS APPROVED BY THE BUILDING OFFICIAL.

SIGN SHALL INDICATE THE APPROVED (ALLOWABLE) LIVE LOAD VALUE AS INDICATED IN THE DESIGN

LOADS SECTION OF THESE STRUCTURAL GENERAL NOTES THAT ARE GREATER THAN 50 PSF.

B. ROOF LIVE LOADS

20 PSF MINIMUM ROOF LIVE LOAD

C. LIVE LOAD REDUCTIONS WERE NOT APPLIED.

D. ROOF SNOW LOADS, APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

GROUND SNOW LOAD, Pg = 5 PSF FLAT ROOF SNOW LOAD, Pf = 8.5 PSF* SNOW EXPOSURE FACTOR, Ce = 1.0

SNOW IMPORTANCE FACTOR, I = 1.0

THERMAL FACTOR, Ct = 1.0

*A 5 PSF RAIN-ON-SNOW SURCHARGE LOAD HAS BEEN INCLUDED IN ACCORDANCE WITH CHAPTER 7 OF

ASCE 7.

SNOW LOADS ARE NOT REDUCIBLE.

E. INTERIOR WALLS

5 PSF LATERAL LOAD IN THE ABSENCE OF ANY WIND LOAD EFFECTS

F. WIND LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

BASIC WIND SPEED, Vult = 105 MPH -Vasd = 81 MPH -Vdrift = 72 MPH (10 - YR MRI WIND)

WIND IMPORTANCE FACTOR, I = 1.0

RISK CATEGORY = II

WIND EXPOSURE = B

INTERNAL PRESSURE COEFFICIENT, GPi = +/-0.18

G. COMPONENTS AND CLADDING WIND LOADS:

* PRESSURES SHOWN ARE APPLIED NORMAL TO THE SURFACE. PLUS AND MINUS SIGNS SIGNIFY

PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

** SEE ASCE 7 FOR DEFINITION. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN, VALUES MAY BE LINEARLY INTERPOLATED, OTHERWISE USE VALUES ASSOCIATED WITH THE LOWER EFFECTIVE WIND

AREA.

H. SEISMIC LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

SEISMIC IMPORTANCE FACTOR, Ie = 1.0

RISK CATEGORY = II

MAPPED SPECTRAL RESPONSE ACCELERATIONS

-SHORT PERIOD, Ss = 0.271g -ONE-SECOND PERIOD, S1 = 0.095g

SPECTRAL RESPONSE COEFFICIENTS

-SHORT PERIOD, SDS = 0.235g -ONE-SECOND PERIOD, SD1 = 0.095g

SEISMIC DESIGN CATEGORY, SDC = B

BASIC SEISMIC-FORCE-RESISTING SYSTEM(S) = ORDINARY REINFORCED MASONRY SHEAR WALLS

DESIGN BASE SHEAR, V = 5 KIPS

SEISMIC RESPONSE COEFFICIENT(S), Cs = 0.117g

RESPONSE MODIFICATION FACTOR, R = 2.0

LONG-PERIOD TRANSITION = 12 SEC PERIOD, TL

ANALYSIS PROCEDURE USED : EQUIVALENT LATERAL FORCE PROCEDURE

SITE CLASS: C (ASSUMED BASED ON EXISTING DRAWINGS)

6. DESIGN ITEMS DELEGATED TO THE CONTRACTOR

THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS. DESIGNS SHALL SATISFY

THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

A. COLD-FORMED STEEL JOIST/STUD/TRUSS FRAMING AND PRE-FABRICATED COMPONENTS

B. SITE SEGMENTAL RETAINING WALL (SEE BASIS OF DESIGN ON SHEET SB100)

C. MARQUEE SIGN WITH CANOPY (SEE LANDSCAPE DRAWINGS)

D. HANDRAILS AND GUARDRAILS

E. PRECAST COMPONENTS AND THEIR CONNECTION TO STRUCTURE

ALL ITEMS LISTED AS DELEGATED DESIGN ITEMS SHALL BE PERFORMED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE PROJECT STATE. STAMPED ENGINEERING CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT THE SAME TIME THAT RELATED SHOP DRAWINGS ARE SUBMITTED FOR

REVIEW.

7. CONTRACTOR RESPONSIBILITIES

A. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS (INCLUDING FIELD VERIFICATIONS OF EXISTING

CONDITIONS AND DIMENSIONS) BEFORE STARTING WORK OR FABRICATING ANY REINFORCING STEEL, STRUCTURAL STEEL, COLD-FORMED STEEL ELEMENTS, OR PRECAST ELEMENTS. THE ARCHITECT SHALL

BE NOTIFIED OF ANY DISCREPANCIES FOUND.

B. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF WALL, ROOF, AND FLOOR OPENINGS AND SLEEVES, AND CONCRETE PADS UNDER EQUIPMENT. THE

CONTRACTOR SHALL VERIFY EXACT SIZE AND LOCATION WITH EQUIPMENT FURNISHED. OPENINGS IN

STRUCTURE TO BE HANDLED AS FOLLOWS:

OPENINGS THROUGH CONCRETE WALLS, FLOORS, AND ROOFS, WHICH MEASURE 12" OR LESS IN ALL

DIRECTIONS, SHALL BE CORE DRILLED.

OPENINGS THROUGH METAL ROOF DECK, WHICH MEASURE 6" OR LESS IN ALL DIRECTIONS, MAY BE CUT.

C. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATE SHORING AND BRACING OF THE STRUCTURE, NEW AND/OR EXISTING, FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION.

D. THE DIAPHRAGM PROVIDED BY THE METAL ROOF DECK IS REQUIRED TO BRACE THE WALLS AND COMPLETE THE LATERAL LOAD RESISTING SYSTEM OF THE STRUCTURE. THE CONTRACTOR SHALL PROVIDE LATERAL BRACING AS REQUIRED DURING CONSTRUCTION UNTIL THE METAL ROOF DECK HAS

BEEN CONSTRUCTED.

E. WHEN CUTTING A NEW OPENING IN EXISTING CONCRETE OR MASONRY, THE CONTRACTOR SHALL NOT OVER CUT AT CORNERS. CORE-DRILL, CHIP AND GRIND AS REQUIRED AT CORNERS. A LAYOUT OF ALL PROPOSED OPENINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO SAWCUTTING.

F. ALL WALL FOOTINGS SHALL BE CENTERED ON WALLS UNLESS NOTED OTHERWISE.

G. CONTRACTOR SHALL ENSURE NO STRUCTURAL MEMBERS OR ELEMENTS ARE DAMAGED OR ALTERED

UNLESS SO INDICATED BY THE STRUCTURAL ENGINEER. ANY SUCH DAMAGE THAT DOES OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER AND SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR.

8. PROVISIONS FOR FUTURE EXPANSION

A. NO PROVISIONS FOR FUTURE EXPANSION HAVE BEEN MADE IN THE STRUCTURAL SYSTEMS.

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ROOF LOADING DIAGRAM WALL LOADING DIAGRAM

014000 - QUALITY REQUIREMENTS

1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PERFORMED PER CHAPTER 17 OF IBC, THE CONTRACT DOCUMENTS, AND THE STATEMENT OF SPECIAL INSPECTIONS WHICH IS INCLUDED IN THE

CONTRACT DOCUMENTS.

033000 - CAST-IN-PLACE CONCRETE (REINFORCED)

1. ALL STRUCTURAL CONCRETE SHALL BE DESIGNED FOR A 28-DAY COMPRESSIVE STRENGTH OF:

f'c EQUALS 3500 PSI (NORMAL WEIGHT) AT INTERIOR SLABS-ON-GRADE f'c EQUALS 4500 PSI (NORMAL WEIGHT W/ ENTRAINED AIR) AT FOUNDATIONS, CONCRETE ASSOCIATED WITH

COLUMNBARIUM DETAILS, AND STOOP SLABS

f'c EQUALS 5000 PSI (NORMAL WEIGHT) FOR PRECAST

2. ALL REINFORCING STEEL SHALL BE DEFORMED, NEW, AND CONFORM TO ASTM A615 GRADE 60.

3. ALL PLAIN WELDED WIRE REINFORCEMENT SHALL BE NEW AND CONFORM TO ASTM A185.

4. ALL DEFORMED WELDED WIRE REINFORCEMENT SHALL BE NEW AND CONFORM TO ASTM A497.

5. DEFORMED BAR ANCHORS SHALL BE NEW AND CONFORM TO ASTM A706. WELDING OF DEFORMED BAR

ANCHORS SHALL BE DONE WITH E80XX ELECTRODES IN CONFORMANCE WITH THE AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE - REINFORCING STEEL" AWS D1.4 - LATEST EDITION.

6. HEADED DEFORMED BARS SHALL BE NEW AND CONFORM TO ASTM A615 GRADE 60, ASTM A706 GRADE 60 AND ASTM A970 INCLUDING ANNEX A1 REQUIREMENTS FOR CLASS HA HEAD DIMENSIONS. OBSTRUCTIONS OR INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR DIAMETERS FROM

THE BEARING FACE OF THE HEAD.

7. HEADED SHEAR STUDS SHALL CONFORM TO A.W.S. D1.1 - LATEST EDITION REQUIREMENTS FOR STANDARD

HEADED STUDS.

8. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES NOT EXPOSED DIRECTLY TO EARTH OR WEATHER SHALL BE 3/4" FOR SLABS, JOISTS, AND WALLS AND 1 1/2" FOR BEAM STIRRUPS AND COLUMN TIES

OR SPIRALS, UNLESS DETAILED OTHERWISE.

9. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES WHICH WILL BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH EARTH (BUT NOT CAST AGAINST) SHALL BE 2" FOR BARS LARGER THAN #5 AND 1 1/2" FOR #5 BARS OR SMALLER, PROVIDE 3" COVER FOR REINFORCEMENT CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH, UNLESS DETAILED OTHERWISE.

10. SLABS-ON-GRADE, UNLESS NOTED OTHERWISE, SHALL BE CONSTRUCTED OVER 6 INCHES OF GRANULAR FILL OVER VAPOR BARRIER. REINFORCING SHALL BE LAPPED AS PER TABLE BELOW. AT CONTRACTOR'S OPTION, MACRO SYNTHETIC FIBERS MAY BE SUBSTITUTED FOR NON-EXPOSED CONCRETE.

11. CONTRACTION JOINTS IN SLABS ON GRADE SHALL BE PLACED AT COLUMN LINE INTERSECTIONS AND AS NECESSARY TO NOT EXCEED A SPACING OF 36 TIMES THE SLAB THICKNESS OR 15'-0". WHICHEVER IS LESS.

MAXIMUM ASPECT RATIO SHALL BE 1.5 TO 1.0 UNLESS NOTED OTHERWISE.

12. PROVIDE 3/4-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS EXCEPT WHERE MASONRY WALLS ARE

LAID FLUSH WITH COLUMN OR BEAM FACE.

13. FORMWORK SHALL BE ADJUSTED BEFORE AND AFTER CONCRETE PLACING OPERATIONS (PRIOR TO INITIAL SET) TO COMPENSATE FOR FORMWORK DEFLECTION, IN ADDITION TO ANY CAMBER SPECIFIED ON THE

DRAWINGS.

14. PROVIDE EXTERIOR CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCING AT ALL CONCRETE

WALLS AND FOOTINGS - LAP AS PER TABLE BELOW

15. PROVIDE LAP SPLICES IN CONFORMANCE WITH TABLE 033000-1, UNLESS OTHERWISE INDICATED. FOLLOW RESTRICTIONS ON LOCATIONS OF SPLICES AS INDICATED IN DETAILS, NOTES, OR SPECIFICATIONS.

16. WHERE REINFORCING STEEL IN TENSION IS REQUIRED TO BE MECHANICALLY SPLICED, MECHANICAL SPLICE SHALL BE DESIGNED FOR 125% OF THE SPECIFIED YIELD STRENGTH OF THE LARGER BAR BEING SPLICED.

17. NO PENETRATIONS (SUCH AS PIPE SLEEVES, ELECTRICAL CONDUITS, ETC.) THROUGH ANY STRUCTURAL

MEMBER, SHALL BE MADE WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER.

042000 - UNIT MASONRY

1. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90.

2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S FOR MORTAR NOT IN CONTACT WITH EARTH AND TYPE M

FOR MORTAR IN CONTACT WITH EARTH.

3. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY, f'm = 2000 PSI.

4. GROUT FOR REINFORCED CONCRETE MASONRY SHALL CONFORM TO ASTM C476, WITH A MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI.

5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING NECESSARY TO LATERALLY SUPPORT ALL

CONCRETE MASONRY WALLS AS REQUIRED.

6. PROVIDE GALVANIZED HORIZONTAL JOINT REINFORCING EVERY 16 INCHES IN HEIGHT IN ALL WALLS, NO. 9

GAGE MINIMUM, UNLESS INDICATED OTHERWISE.

7. GROUT ALL CELLS FULL UNDER STEEL BEAMS BEARING ON CONCRETE MASONRY WITHIN AN AREA 24 INCHES

WIDE BY 24 INCHES HIGH.

8. REINFORCE ALL CONCRETE MASONRY WALLS WITH #5 VERTICAL REINFORCEMENT AS INDICATED IN GROUTED

CELLS. LAP AS SCHEDULED UNLESS OTHERWISE DETAILED. PLACE BOND BEAMS AT TOP REINFORCED WITH (2)-#4 x CONTINUOUS, AND AS DETAILED.

9. LINTELS FOR OPENINGS NOT DETAILED SHALL BE 16" DEEP WITH 2-#5 BOTTOM BARS.

10. PROVIDE LAP SPLICES OF REINFORCING STEEL IN CONFORMANCE WITH TABLE 042000-01, UNLESS OTHERWISE

INDICATED. FOLLOW RESTRICTIONS ON LOCATIONS OF SPLICES, AS INDICATED IN DETAILS, NOTES, AND

SPECIFICATIONS.

11. ALL CMU SHALL BE PLACED IN RUNNING BOND UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS.

051200 - STRUCTURAL STEEL FRAMING

1. ALL STRUCTURAL STEEL W SHAPES SHALL BE ASTM A992 (UNLESS NOTED OTHERWISE).

STRUCTURAL STEEL FOR CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 (UNLESS NOTED OTHERWISE).

WHERE PLATES ARE INDICATED WITH Fy = 50 KSI, THEY SHALL BE ASTM A572, GRADE 50.

2. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C WITH A MINIMUM YIELD STRENGTH OF 46,000

PSI FOR ROUND SECTIONS, AND 50,000 PSI FOR SQUARE AND RECTANGULAR SECTIONS.

3. ALL ANCHOR RODS SHALL BE ASTM F1554, GRADE 55 UNLESS NOTED OTHERWISE.

4. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH "AISC 360-10, SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS, 2010". ALLOWABLE STRENGTH DESIGN METHOD.

5. ALL FIELD CONNECTIONS SHALL BE MADE WITH 3/4-INCH DIAMETER ASTM A325 BOLTS (BEARING TYPE

CONNECTION), UNLESS NOTED OTHERWISE. BOLTS SHALL BE TIGHTENED (SNUG-TIGHT) IN CONFORMANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION.

6. ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES IN CONFORMANCE WITH THE AMERICAN WELDING

SOCIETY (AWS) "STRUCTURAL WELDING CODE" AWS D1.1 - LATEST EDITION.

7. ALL RE-ENTRANT CORNERS OF BEAM COPES AND PLATE CUTS MUST BE SHAPED NOTCH-FREE PER AWS D1.1 TO A RADIUS. AN APPROXIMATE MINIMUM RADIUS TO WHICH THIS CORNER MUST BE SHAPED IS 1/2 INCH.

8. BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING CONTACT WITH BASE PLATE (AND CAP PLATE IF REQUIRED BY LOAD TRANSFER). BASE PLATES AND CAP PLATES SHALL BE FINISHED IN

ACCORDANCE WITH SECTION M2.8 OF THE AISC SPECIFICATION.

9. ALL STEEL MEMBERS AND COMPONENTS EXPOSED TO EXTERIOR CONDITIONS WITHIN THE CAVITY OF THE EXTERIOR WALL OR LOCATED OUTSIDE THE EXTERIOR VAPOR BARRIER SHALL BE GALVANIZED. APPLY ZINC COATING BY THE HOT DIP PROCESS ACCORDING TO ASTM A123. AFTER ERECTION OF STEEL, REPAIR DAMAGED GALVANIZED COATING WITH GALVANIZED REPAIR PAINT. FILL ALL BENT HOLES THAT WILL NOT BE

COVERED BY CONCRETE IN FINISHED STRUCTURE.

10. ALL INTERIOR EXPOSED STEEL SHALL MEET PRIMING AND PAINTING REQUIREMENTS AS DEFINED IN THE

INTERIOR PAINTING SPECIFICATION.

053100 - STEEL DECKING

1. DESIGN AND CONSTRUCTION OF STEEL ROOF DECK SHALL CONFORM TO ANSI/SDI-RD1.0.

2. STEEL DECKING SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM YIELD STRENGTHS:

Fy = 50 ksi (STEEL ROOF DECK)

3. ALL METAL DECKING SHALL BE GALVANIZED PER THE SPECIFICATIONS.

4. STEEL ROOF DECK (TYPE “1.5B”) SHALL BE 1.5 INCH, 20 GAUGE METAL DECK HAVING THE FOLLOWING MINIMUM

SECTION PROPERTIES:

Ip = 0.201 IN4/FT In = 0.222 IN4/FT Sp = 0.234 IN3/FT Sn = 0.247 IN3/FT p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING

ATTACH STEEL ROOF DECK USING THE FOLLOWING FASTENER PATTERN:

36/9 AT ENDS AND INTERMEDIATE SUPPORTS (12” TEK SCREW OR EQUIV.)

3 SIDE LAP FASTENERS EQUALLY SPACED PER SPAN (#10 TEK SCREW OR EQUIV.)

6. METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 3 SPANS, UNO.

7. STEEL ROOF DECK SHALL BE ANCHORED TO ROOF TO RESIST A GROSS UPLIFT LOAD AS INDICATED IN

SECTION 010000 ON SHEET S-001.

8. PROVIDE ADDITIONAL ANGLES TO SUPPORT DECKING AT AREAS WHERE DECK IS CUT FOR COLUMNS OR

OTHER PENETRATIONS TO PREVENT WEAKENED AREAS IN DECKING.

9. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE PLATES AND ANY OTHER

ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR FLOOR OR ROOF INSTALLATION.

050519 - POST-INSTALLED ANCHORAGE

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED IN THE CONTRACT DOCUMENTS. THE

CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER-OF-RECORD PRIOR TO

INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. ALL POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) ARE TO BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS INCLUDING BUT NOT LIMITED TO DRILL BIT SIZE, PROPER CLEANING OF HOLES, INSTALLATION TORQUE, AND TEMPERATURE CONSTRAINTS.

2. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF

ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

CLEARANCES INDICATED ON THE DRAWINGS.

3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY FERROSCAN, GPR, X-RAY, CHIPPING

OR OTHER MEANS AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

316000 - GENERAL FOUNDATIONS

1. A SOILS INVESTIGATION WAS CONDUCTED BY ECS SOUTHEAST, LLP AND A GEOTECHNICAL ENGINEERING REPORT WAS PRODUCED AND DATED JANUARY 25, 2022. THE REPORT IS INCLUDED FOR INFORMATION WITHIN

SECTION 003132 'GEOTECHNICAL DATA'

2. EQUIVALENT FLUID PRESSURE FOR ACTIVE EARTH PRESSURE ON WALLS:

CANTILEVER RETAINING WALLS:

FOR STRUCTURAL DESIGN OF WALL = 40 PCF (DRAINED)

FOR STRUCTURAL STABILITY OF WALL = 40 PCF (DRAINED)

WALLS LATERALLY SUPPORTED TOP AND BOTTOM:

FOR STRUCTURAL DESIGN OF WALL = 60 PCF (DRAINED)

FOR STRUCTURAL STABILITY OF WALL = 60 PCF (DRAINED)

3. BACKFILLING AGAINST WALLS AND GRADE BEAMS SHALL NOT BE DONE UNTIL CONCRETE HAS ATTAINED SUFFICIENT STRENGTH AND WALLS ARE PROPERLY SHORED OR BRACED. WHERE BACKFILL IS REQUIRED ON

BOTH SIDES OF WALLS, BACKFILL BOTH SIDES SIMULTANEOUSLY.

4. UNDOCUMENTED FILL WAS IDENTIFIED DURING GEOTECHNICAL EXPLORATIONS AND WAS DETERMINED TO BE NOT SUITABLE TO SUPPORT FOUNDATIONS. IF UNDOCUMENTED FILL IS OBSERVED AT ANY BEARING ELEVATIONS FOR COLUMBARIUM AND BUILDING FOUNDATIONS, UNDERCUT AND REMOVE. BACKFILL WITH

SUITABLE SOILS AS DEFINED PER THE SPECIFICATIONS.

5. HIGHLY PLASTIC SOILS WERE IDENTIFIED DURING GEOTECHNICAL EXPLORATIONS. PROVIDE A MINIMUM 18 INCH SEPERATION LAYER BETWEEN BOTTOM OF FOOTINGS OR BOTTOMS OF SLABS ON GRADE AND PLASTIC SOILS. IF THESE SOILS ARE IDENTIFIED DURING EXACAVATION, UNDERCUT AND REMOVE AS REQUIRED.

BACKFILL WITH SUITABLE SOILS AS DEFINED PER THE SPECIFICATIONS.

6. ALL FOOTING EXCAVATIONS AND SLAB ON GRADE SUBGRADES SHALL BE INSPECTED BY A SPECIAL INSPECTOR ACCEPTABLE TO THE OWNER PRIOR TO CONSTRUCTION OF THE FOOTINGS AND SLABS. SPECIAL INSPECTOR SHALL VERIFY ALLOWABLE BEARING PRESSURES LISTED BELOW WERE ACHIEVED THROUGH

PROPER EARTHWORK.

7. IF ROCK MATERIAL IS ENCOUNTERED AT ANY FOUNDATION BEARING ELEVATIONS, UNDERCUT FOUNDATION AREA AND PROVIDE A MINIMUM OF 12" LAYER OF SUITABLE FILL AS DEFINED IN THE EARTHMOVING

SPECIFICATIONS.

316100 - SPREAD FOOTINGS

1. ALL FOOTINGS SHALL BEAR ON APPROVED NATIVE SOIL OR STRUCTURAL FILL. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE AT LEAST 18" BELOW FINISHED GRADE. ELEVATIONS OF BOTTOM OF ALL FOOTINGS HAVE BEEN ESTIMATED BASED ON AVAILABLE INFORMATION AND SHALL NOT BE CONSTRUED AS WAIVING ANY OF THE MINIMUM REQUIREMENTS ON THESE DRAWINGS AND IN THE SPECIFICATIONS. ALL FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE SPECIAL INSPECTOR PRIOR TO CONSTRUCTION OF THE FOOTINGS.

2. ALLOWABLE SOIL BEARING PRESSURE:

SPREAD AND CONTINUOUS FOOTINGS ON NATURAL SOIL= 3000 PSF (DEAD LOAD PLUS FULL LIVE LOAD)

SPREAD AND CONTINUOUS FOOTINGS ON STRUCTURAL FILL = 3000 PSF (DEAD LOAD PLUS FULL LIVE LOAD)

RETAINING WALLS = 3000 PSF (MAXIMUM TOE PRESSURE)

3. SLIDING COEFFICIENT OF FRICTION FOR SLIDING RESISTANCE = 0.32 (CONCRETE ON SOIL)

4. PASSIVE EQUIVALENT FLUID PRESSURE FOR SLIDING RESISTANCE = 360H (PSF)

054000 - COLD-FORMED METAL FRAMING

1. DESIGN: ALL STUDS, JOISTS, TRUSSES, AND CONNECTIONS, NOT SPECIFICALLY DETAILED ON THE DRAWINGS, SHALL BE DESIGNED FOR THE SPACINGS AND LOADS INDICATED, BY A REGISTERED PROFESSIONAL ENGINEER. DESIGN SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". STEEL STRUCTURAL

MEMBERS".

2. FIRE-RESISTANCE RATINGS: COMPLY WITH FIRE-RESISTANCE RATINGS AS INDICATED AND AS REQUIRED BY GOVERNING AUTHORITIES AND CODES. PROVIDE MATERIALS, ACCESSORIES, AND INSTALLATION PROCEDURES WHICH HAVE BEEN LISTED BY UL OR TESTED IN ACCORDANCE WITH ASTM E119 FOR THE TYPE

OF CONSTRUCTION SHOWN.

3. PROVIDE ALL ACCESSORIES INCLUDING TRACKS, BLOCKING, LINTELS, CLIP ANGLES, STRAP BRACING, SHOES, AND FASTENERS TO PROVIDE A COMPLETE METAL FRAMING SYSTEM.

4. INSTALL HORIZONTAL BRIDGING AS REQUIRED BY STUD DESIGNER. MINIMUM BRIDGING SPACING SHALL BE

4'-0" ON CENTER UNTIL PERMANENT INTERIOR WALL SHEATHING IS INSTALLED.

5. ALL METAL FRAMING COMPONENTS SHALL BE FORMED FROM STRUCTURAL STEEL SHEET CONFORMING TO THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI. TRUSS TOP CHORDS

SHALL HAVE A MINIMUM YIELD STRENGTH OF 50,000 PSI.

6. ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR A MINIMUM G60 COATING. FRAMING COMPONENTS SERVING AS BACK-UP FOR MASONRY VENEER EXTERIOR

WALLS SHALL HAVE A MINIMUM G90 GALVANIZED FINISH.

7. ALL METAL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS OR, WHEN REQUIRED, FOR AN ANGULAR FIT TO ABUTTING MEMBERS.

8. SPLICING OF AXIAL LOADED MEMBERS IS NOT PERMITTED.

9. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING AS STANDARD WITH

MANUFACTURER. SCREWS SHALL BE OF SUFFICIENT SIZE TO INSURE STRENGTH OF THE CONNECTION. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT. AT EXTERIOR WALLS THAT ARE PART OF THE BUILDING ENVELOPE, COAT SCREWS WITH BITUMINOUS OR ZINC-RICH PAINT. WIRE TYING OF COMPONENTS IS

NOT PERMITTED.

10. FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. FABRICATE PANELS PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING. PERFORM LIFTING OF PREFABRICATED

PANELS IN A MANNER TO PREVENT DAMAGE OR DISTORTION.

11. INSTALL FRAMING MEMBERS AS PER MANUFACTURER'S DESIGN AND RECOMMENDATIONS.

12. PROVIDE TEMPORARY BRACING, WHEN REQUIRED, UNTIL ERECTION IS COMPLETE.

034100 - PRECAST CONCRETE PANELS

1. PRECAST CONCRETE REINFORCING (INCLUDING REINFORCING REQUIRED FOR LIFTING PURPOSES) SHALL BE PROVIDED BY PRECAST CONCRETE PANEL MANUFACTURER. DESIGN OF THE PRECAST UNITS SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT STATE AND SHALL INCORPORATE ALL OF THE LOADS AS INDICATED IN THE CONTRACT DOCUMENTS AND AS REQUIRED BY APPLICABLE CODES.

2. CONCRETE FOR ALL PRECAST WALL PANELS SHALL BE NORMAL WEIGHT WITH A 28-DAY COMPRESSIVE STRENGTH, f'c = 5,000 PSI.

3. MISCELLANEOUS METAL FOR PRECAST WALL PANEL CONNECTIONS (ANGLES AND PLATES) SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123, PREPARED, AND FIELD PAINTED AS SPECIFIED. REPAIR

GALVANIZED SURFACES THAT ARE DAMAGED BY WELDING IN ACCORDANCE WITH ASTM A780.

4. PRECAST CONCRETE CONNECTIONS NOT SPECIFICALLY DETAILED SHALL BE DESIGNED FOR THE LOADS INDICATED USING STANDARD CONNECTIONS AS PER THE CONTRACT DOCUMENTS. DESIGN OF PRECAST CONCRETE CONNECTIONS SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER REGISTERED IN THE

PROJECT STATE.

5. ELEMENTS OF PRECAST CONNECTIONS EXPOSED TO THE EFFECTS OF WEATHER AND EXTERIOR CONDITIONS

SHALL BE GALVANIZED IN ACCORDANCE WITH THE SPECIFICATIONS.

Location

Issue Date

Project Number

Drawing Number

Project Title

Checked Drawn

CHEROKEE COUNTY, GEORGIA

922CM3006

Dwg. of

Office of Design and Construction

Service

U.S. Department of Veterans Affairs

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Revisions: Date:

Drawing Title

Approved: Project Director

Phase

Building Number

BID DOCUMENTS SUBMISSION

GEORGIA NATIONAL CEMETERY

CONSTRUCTION DOCUMENTS

FOR PHASE 2

F ile

P at h:

G

P

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The LA Group

(518) 587-8100

RVi

(512) 480-0032

Leo A Daly

(402) 391-8111

Aqua Engineering

(970) 372-6104

A

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21 4 5 6 7 8 9

VA FORM 08 - 6231

321 4 5 6 7 8 9 10

Gordon 148 S. Queen Street, Suite 201

Martinsburg, WV 25401

Phone: 304-725-8456 www.gordon.us.com

PROGRAMMING AND PLANNING

CIVIL ENGINEERING

LANDSCAPE ARCHITECTURE

SURVEY AND MAPPING

SECURITY CONSULTING

Project No. 003-10230-003

FEBRUARY 28, 2022

BID DOCUMENTS

STRUCTURAL GENERAL NOTES

S-001

JMHAG

TABLE 010000-1 - CODE-SPECIFIED MINIMUM FLOOR LIVE LOADS

OCCUPANCY

UNIFORMLY

DISTRIBUTED

LOAD (PSF)

CONCENTRATED

LOAD * (LBS)

OFFICES 50** 2000

STAIRWAYS, CORRIDORS, LOBBIES, ASSEMBLY AREAS AND ELEVATOR LOBBIES 100 --

TABLE 010000-2 - WIND LOADS *(PSF) FOR COMPONENTS AND CLADDING

SURFACE AREA

EFFECTIVE WIND AREA **

AEFF < 10 SF 10 SF ≤ AEFF < 500 SF AEFF > 500 SF

ROOF INTERIOR

ZONES

TYPICAL, UNO -41.5 LINEAR INTERPOLATION

PERMITTED

-26.0

ROOF END ZONES PER DIAGRAM -54.7 LINEAR INTERPOLATION

PERMITTED

-34.9

ROOF CORNER

ZONES

PER DIAGRAM -74.6 LINEAR INTERPOLATION -34.9

WALL INTERIOR

ZONES

TYPICAL, UNO +23.8/-22.3 LINEAR INTERPOLATION +17.9/-19.9

WALL END

ZONES

PER DIAGRAM -23.8/-31.8 LINEAR INTERPOLATION +17.9/-19.9

TABLE 033000-1 - LAP SPLICE LENGTHS (GRADE 60 BARS, NORMAL WEIGHT CONCRETE)

BAR

SIZE

f'c=3000 psi f'c=3500 psi f'c=4000 psi f'c=4500 psi f'c=5000 psi

TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS

#3 2'-4" 1'-10" 2'-2" 1'-8" 2'-0" 1'-7" 1'-11" 1'-6" 1'-10" 1'-5"

#4 3'-1" 2'-5" 2'-11" 2'-3" 2'-8" 2'-1" 2'-6" 2'-0" 2'-5" 1'-10"

#5 3'-11" 3'-0" 3'-8" 2'-9" 3'-4" 2'-7" 3'-2" 2'-5" 3'-0" 2'-4"

#6 4'-8" 3'-7" 4'-4" 3'-4" 4'-0" 3'-1" 3'-10" 2'-9" 3'-7" 2'-9"

#7 6'-9" 5'-3" 6'-3" 4'-10" 5'-10" 4'-6" 5'-6" 4'-3" 5'-3" 4'-1"

#8 7'-9" 6'-0" 7'-2" 5'-7" 6'-8" 5'-2" 6'-4" 4'-11" 6'-0" 4'-7"

033000 - LAP SPLICE LENGTHS NOTES

1. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW BARS.

2. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) BARS. FOR EPOXY COATED BARS, MULTIPLY LENGTH BY 1.5.

3. IF CONCRETE COVER IS LESS THAN 1.0 x db OR C-C SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5. (db = BAR DIAMETER)

TABLE 042000-1 - LAP SPLICE LENGTHS IN GROUTED CMU (GRADE 60 BARS)

BAR SIZE

BARS CENTERED IN CELL BARS OFFSET IN CELL (1 1/2" MIN. CLR.)

f'm=1,500 psi**** f'm=2,000 psi**** f'm=1,500 psi**** f'm=2,000 psi****

#3 1’-0” 1’-0” 1’-7” 1’-5”

#4 1’-3” 1’-1” 2’-10” 2’-6”

#5* 1’-11” 1’-8” 3’-9” 3’-9”

#6* 3’-7” 3’-1” 4’-6” 4’-6”

042000 SPLICE NOTES

*PERMITTED IN 6” CMU ONLY IF ALL MORTAR FINS ARE REMOVED FROM THE CELL TO BE GROUTED.

ALL MORTAR FINS SHALL BE REMOVED FROM GROUTED CELLS IN 6” CMU WITH #5 OR #6 BARS.

TABLE 033000-2 - STRAIGHT BAR EMBEDMENT LENGTHS (GRADE 60 BARS, NORMAL WEIGHT CONCRETE)

BAR

SIZE

f'c = 3000 psi f'c = 3500 psi f'c = 4000 psi f'c = 4500 psi f'c = 5000 psi

TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS

#3 1'-10" 1'-5" 1'-8" 1'-4" 1'-7" 1'-3" 1'-6" 1'-2" 1'-5" 1'-1"

#4 2'-5" 1'-10" 2'-3" 1'-8" 2'-1" 1'-7" 2'-0" 1'-6" 1'-10" 1'-5"

#5 3'-0" 2'-4" 2'-9" 2'-2" 2'-7" 2'-0" 2'-5" 1'-11" 2'-4" 1'-10"

#6 3'-7" 2'-9" 3'-4" 2'-7" 3'-1" 2'-5" 2'-11" 2'-3" 2'-9" 2'-2"

#7 5'-3" 4'-0" 4'-10" 3'-8" 4'-6" 3'-6" 4'-3" 3'-3" 4'-1" 3'-1"

#8 6'-0" 4'-7" 5'-7" 4'-3" 5'-2" 4'-0" 4'-11" 3'-9" 4'-7" 3'-7"

TABLE 033000-2 - STRAIGHT BAR EMBEDMENT LENGTHS NOTES

1. SEE TABLE 033000-1 FOR LAP SPLICE LENGTH REQUIREMENTS.

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OR CONCRETE CAST BELOW BARS.

3. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) BARS. FOR EPOXY COATED BARS, MULTIPLY LENGTH BY 1.5.

4. IF CONCRETE COVER IS LESS THAN 1.0 x db OR C-C SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5 (db = BAR DIAMETER)

TABLE 033000-3 - STANDARD HOOK EMBEDMENT LENGTHS (GRADE 60 BARS,...

BAR SIZE f'c = 3000 psi f'c = 3500 psi f'c = 4000 psi f'c = 4500 psi f'c = 5000 psi

#3 0'-9" 0'-8" 0'-7" 0'-7" 0'-7"

#4 0'-11" 0'-10" 0'-10" 0'-9" 0'-9"

#5 1'-2" 1'-1" 1'-0" 0'-11" 0'-11"

#6 1'-5" 1'-4" 1'-3" 1'-2" 1'-1"

#7 1'-7" 1'-6" 1'-5" 1'-4" 1'-3"

#8 1'-10" 1'-8" 1'-7" 1'-6" 1'-5"

TABLE 033000-3 - STANDARD HOOK EMBEDMENT NOTES

1. TABLE APPLIES TO STANDARD 90-DEGREE HOOKS AND STANDARD 180-DEGREE HOOKS.

2. SEE DIAGRAM 033000-1. OTHER DETAILS MAY ALSO INDICATE EMBED REQUIREMENTS.

5. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) BARS. FOR EPOXY BARS, MULTIPLY LENGTH BY 1.2.

6. IF CONCRETE SIDE COVER (NORMAL TO PLANE OF HOOKS) IS NOT LESS THAN 2 1/2 INCHES, AND FOR 90-DEGREE HOOKS WITH COVER ON THE BAR EXTENSION BEYOND THE HOOK NOT LESS THAN 2 INCHES, THE

LENGTH MAY BE MULTIPLIED BY 0.7.

JACOB KEVIN

ZACH

E-16395

Õ É-Þ

OF

(t28OL 28 À3xlÞ

E9

SB100

E6

SB100

SOG, NOTE 1

EL = 100'-0"

FOUNDATION PLAN NOTES

1. SLAB-ON-GRADE TO BE 4" THICK, REINFORCED WITH 6x6-W2.9xW2.9 WWF. SEE DETAIL

FOR SLAB- ON-GRADE JOINT DETAILS.

2. SEE DETAILS THRU FOR TYPICAL CMU WALL REINFORCING AND GROUTING

INFORMATION.

3. SEE DETAILS ON SHEET SF200 FOR TYPICAL BOND BEAM, MASONRY AND STEEL LINTEL SIZES WHERE

NOT SPECIFICALLY CALLED OUT IN PLANS/DETAILS.

4. REFER TO ARCHITECTURAL DRAWINGS FOR EXTENT OF DEMOLITION NOT SHOWN ON STRUCTURAL

DRAWINGS.

8. GC TO REVIEW EXISTING FOUNDATION DRAWINGS AND CONFIRM ALL FOOTING ELEVATIONS AND

EXTENTS IN FIELD.

/C6 SB100

NEW PARTIALLY GROUTED CMU WALL

REINF W/ #5 AT 48" MAX, TYP U.N.O.

PROVIDE BARS AT CORNER CELLS

AND CELLS ADJACENT TO OPENINGS

EXISTING CMU

WALL TO REMAIN

NEW CMU INFILL

/B6 SB100 /B9 SB100

1 2

X

A

EXISTING HSS8x8

COLUMN TO

REMAIN - VIF, TYP

NEW WALL FOOTING,

SEE DETAILS, TYP

'-8

/8

+/- 27'-2" VIF

F7

SB100

D1

SB100

C9

SB100

EXISTING FOUNDATIONS -

DO NOT DISTURB

E9

SB100E9

SB100

PROVIDE #5 VERT. IN EA. CELL

LEVEL 1

100'-0"

TO FOOTING

98'-8"

2'-4"

1' -0

X

GROUT CAVITY SOLID

BELOW GRADE

STOREFRONT OPNG

W/ WALL BEYOND

BENT BAR (MATCH SIZE

AND SPACING OF CMU

WALL REINFORCEMENT)

VENEER - SEE ARCH

8" CMU

(MATCH EXISTING)

(3) #5xCONT.

#5 AT 24"c/c

E M

B E

D 8"

CENTER VERT BARS

IN CMU CELLS

1'-4" 1 5/8"

1/4" ISO JOINT

w/ FILLER

FULLY GROUT CELLS

BELOW GRADE

C/C SPACING (TYP.)

C/C SPACING (TYP.)

S E

E P

LA

N

S E

E P

LA

N

* 1 1/2" CLR @ INTERIOR WALLS, 2" CLR @ EXTERIOR WALL

ASTM C90 CONCRETE

MASONRY UNITS

HORIZ. LADDER TYPE JOINT

REINFORCING, MAXIMUM 16" c/c

VERTICAL SPACING - #9 GAGE MIN.

FULLY GROUTED

CELL AT EACH

REINF. BAR (TYP.)

LOCATION OF LAP

SPLICE BAR IF

REQUIRED (TYP.)

LOCATION OF LAP

SPLICE BAR IF

REQUIRED (TYP.)

C

LR2"

C

LR2"

E Q

E Q

(T Y

P

5/ 8"

C O

V E

R

(MIN.)

1/2" CLR

(MIN.)

1/2" CLR

(T Y

P

5/ 8"

C O

V E

R

3/8" CONTROL JOINT

S E

E P

LA

N

S

CONTROL JOINTS SPACED AS INDICATED

IN STRUCTURAL GENERAL NOTES AND/OR

AS SHOWN ON PLANS AND ARCH. ELEVATIONS

PREFORMED CONTROL

JOINT GASKET

STOP JOINT REINF.

AT CONTROL JOINT

JOINT AND VERTICAL

REINFORCEMENT AS

REQUIRED

BACKER ROD

AND SEALANT

CONCRETE MASONRY

SASH UNIT

APPROX.

1/2 WALL HEIGHT

MORTAR JOINT

* STEEL ANCHOR @ 16"c/c

FOR 6" & LARGER MASONRY

(ALTERNATE w/HORIZ. JT. REINF.)

C.J.

FILL w/GROUT

1"

24"

(STANDARD LENGTH)

2"

2"

1/ 4"

GALV.

LEVEL 1

100'-0"

TO FOOTING

98'-8"

EXISTING CMU WALL

TO REMAIN

NEW CMU

WALL BEYOND

NEW SLAB-ON-GRADE

EXIST SLAB-ON-

GRADE TO REMAIN

EXIST FOOTING

TO REMAIN

DRILL & EPOXY NEW FOOTING REINF

6" INTO EXIST FOOTING. EPOXY WITH

HILTI HY 200 ADHESIVE

TOP OF NEW FOOTING TO

MATCH TOP OF EXIST

FOOTING, SEE PLAN FOR REINF

'-0

M A

T C

H E

X

IS

T

ROUGHEN EXIST SURFACE

TO 1/4" AMPLITUDE & APPLY

BONDING AGENT

A

DO NOT DISTURB SOIL BELOW

FOOTING OR BELOW THIS LINE

1/4" ISOLATION

JOINT w/ FILLER

"T

"T

"T

"T

"T " 1"

W/ JT SEALER

1/4" EXP JT

(KCJ) KEYED CONSTRUCTION JOINT

A

(C.J.) CONTRACTION JOINT (I.J.) ISOLATION JOINT

PAINT FIRST POUR

WITH BOND

BREAKER

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

1 x 2 NOMINAL KEY

FREE DRAINING

GRANULAR FILL

VAPOR BARRIER

JOINT WITH SEALER

"T

M

IN

REINFORCING - SEE

STRUCTURAL GENERAL NOTES

(CUT EVERY OTHER

WIRE IF W.W.F. IS USED)

VAPOR

BARRIER

FREE DRAINING

GRANULAR FILL

JOINT FILLER

STRIPS

FACE OF WALL, COLUMN,

FOUNDATION OR OTHER

STRUCTURES

NOTES:

1. SEE PLANS AND/OR SPECIFICATIONS

FOR LOCATION OF CONTROL JOINTS

2. SEE FOUNDATION PLAN

FOR SLAB THICKNESS "T"

B C

TOP OF S.O.G.

EL.=VARIES

(SEE PLANS)

COMPACTED

NATIVE SOIL

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

COMPACTED

NATIVE SOIL

T Y

P

2" C

LR

LEVEL 1

100'-0"

TO FOOTING

98'-8"

A

BOTTOM COURSE OF

EXISTING CMU WALL MAY BE

ABANDONED OR REMOVED

NEW SLAB-ON-GRADE -

SEE PLAN

EXIST SLAB-ON-

GRADE TO REMAIN

EXIST FOOTING TO

REMAIN. DO NOT DISTURB.

EXISTING HOOKS TO REMAIN,

CUT AS REQ'D AND ABANDON

CMU WALL BEYOND TO

REMAIN, DO NOT DISTURB

(VIF)

DEMO TOP TWO COURSES OF CMU

BELOW EXISTING WINDOW AT NEW

DOOR THRESHOLD.

3/8" COMPRESSIVE

FILLER w/ SEALANT

#3 DOWEL x 1'-0" AT 18"c/c w/ HILTI HY200 ADHESIVE

DO NOT DISTURB SOIL BELOW

FOOTING OR BELOW THIS LINE

4"

LAP AND TAPE VAPOR

BARRIER

PROVIDE CORROSION INHIBITING

EPOXY AT EXPOSED END OF REBAR

LEVEL 1

100'-0"

TO FOOTING

98'-8"

X

2'-4"

1' -0

6"

CMU WALL W/

VENEER BEYOND

8" CMU IN-LINE WITH

WALL BEYOND

NEW SLAB-ON-GRADE, SEE PLAN W/

TURN-DOWN & 2-#4 AT DOORWAY, TYP

PROVIDE ISOLATION JOINT CENTERED

UNDER DOOR PER DETAIL /C6 SB100

#4@12" DOWELS (4 SIDES)

2'-6"

1'-3"

SIDEWALK,

SEE CIVIL

SLOPE TO MATCH CIVIL

DOOR, SEE ARCH

1'-4" (3) #5xCONT.#5 AT 12" c/c

SUPPLIMENTAL 8" CMU BELOW

STOOP (FULLY GROUT)

#5 BENT BAR

5'-0".

1' -6

M

IN

8"

60.00°

#3x1'-0" DOWELS AT 12"c/c

(3) #4xCONT.

6" VOID FORM

STOOP TURN DOWN BEYOND

4"

6x6-W2.9xW2.9 WWF

C

LR

1/

2"

LEVEL 1

100'-0"

TO FOOTING

98'-8"

A

1/4" ISOLATION

JOINT w/ FILLER

EXISTING FOUNDATION

AND 8" CMU WALL

NEW SLAB ON GRADE

EXISTING SLAB ON GRADE

8"

8" CMU INFILL

#…