Attch1_Drawings_442-18-003 Replace Buffalo Basement Switchgear - Drawings.pdf

DRAWING LIST

GENERAL

G-001 COVER 1 1

STRUCTURAL

S-001 ABBREVIATION, SYMBOL LEGEND, AND GENERAL STRUCTURAL NOTES 1 3

S-101 FOUNDATION PLAN, ROOF FRAMING PLAN, DEATILS 2 3

S-501 DETAILS 3 3

ARCHITECTURAL

AE101 FIRST FLOOR PLAN, ELEVATIONS, SECTION AND DETAIL 1 2

AE301 BUILDING SECTIONS AND DETAILS 2 2

ELECTRICAL

E-001 ELECTRICAL GENERL NOTES, SYMBOL LEGENDS, AND ABBREVIATIONS 1 5

E-101 ELECTRICAL SITE PLAN - DEMOLITION 2 5

E-102 ELECTRICAL SITE PLAN - NEW WORK 3 5

E-501 ELECTRICAL DETAIL 4 5

E-601 SINGLE LINE DIAGRAM 5 5

CHEYENNE VA MEDICAL CENTER

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

PROJECT SITE MAP PROJECT LOCATION MAP

PROJECT IMAGE

/6

/2

:4

:0

P M

G-001

COVER

1 1JJG

REPLACE BUFFALO

BUILDING BASEMENT

SWITCHGEAR

CHEYENNE VA MEDICAL CENTER

2360 EAST PERSHING BLVD

CHEYENNE, WY 82001 March 6, 2020

100% CONSTRUCTION DOCUMENT

442-18-00318-357

Buffalo

REPLACE BUFFALO BUILDING

BASEMENT SWITCHGEAR

CHEYENNE VA MEDICAL CENTER

2360 EAST PERSHING BLVD

CHEYENNE, WY 82001

VA PROJECT #: 442-18-003 APOGEE PROJECT #: 18-357

KC

N

AREA OF WORK

KEY PLAN

SCALE: NO SCALE

AREA OF WORK

A

LA

R

E GI H,NC

S

G O 52644

P E

N

CO

LU IT

E

NG

RG

U O

A

P ,P

R E

G I

S T

E R

E D

A R

C H I T E C T U R

A L

C O

R P

O T

I O

N

N O

R T H C A R O L

I N A

A R

LA

R

E GI H, N

C

N

11664

I K

G HC OY

RE

G

IS

TERED ARCHITECT

N O

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T H C A R O L

I N A

DocuSign Envelope ID: 807AFC17-21D7-401E-A49B-5F1C7E3E4E8F

3/6/2020

American Welding Society

American National Standards Institute

American Society for Testing and Materials

American Iron and Steel Institute

American Institute of Steel Construction

American Institute of Architects

American Concrete Institute

CC Carried Column

CIP Cast In Place

Addition

Alternate

Air Condition

Aggregate

Anchor BoltAB

ALT

A/C

AGGR

ADD

Angle

And

Asphalt

Approximate

AIA

ACI

AISI

ANSI

ASTM

AISC

L

ASPH

ARCH

APPROX

AWS

Average

Bottom

Bearing

Bending Moment

Base Plate

Building

Center

Ceiling

Center to Center

Center of Gravity

Bottom of Deck

M

BOT

BRG

B PL

AVG

CG

CEN

CLG

BLDG

B/D

AssemblyASSY

Architect or Architectural

Column

Clear

Channel

Concrete

Control Joint

Connection

Cubic Yard

Cubic Foot

Continuous

Construction

C

CJ

CONN

CONC

COL

CLR

CY

CF

CMU

CMP

CONT

CONST

Diagonal

Detail

Ditto

Diameter

Double Angle

Dimensions

Drawing

Douglas Fir

2L

DO

DIM

DIA

DIAG

DET

DF

DWG

DoubleDBL

Concrete Masonry Units

Corrugated Metal Pipe

C/C

AluminumAL

MB Machine Bolt

Glu lam BeamGLB

Quarter

Radius

Reference

Reinforce, Reinforced, QTR

REF

RAD

REINF

Round

Required

Section

Schedule

Revise or Revision

South

Similar

Steel

Standard

Square

Specifications

Sheet

Stock

Tangent

Symmetrical

Structural

Strut Force

Through

Top of Concrete

Top and Bottom

Tongue & Groove

Tolerance

Thick

Top of Footing or Top of Foundation

RD

REV

SECT

SCHED

REQD

S

SIM

STL

STD

SQ

SPECS

SHT

SYM

STK

TAN

SF

STRUCT

TOL

T/F

T/C

T & B

T & G

THRU

THK

Typical

Total

Transverse

Top of Steel

Top of Masonry

Vertical

Verify in the Field

Unless Noted

Unless Noted Otherwise

Top of Concrete Wall

West

Without

With

Work Point

Wide Flange

Welded Wire Fabric

Yard

T/S

T/M

TYP

TOT

TRANS

UNO

UN

VIF

VERT

W

W

WWF

WP

W/O

W/

YD

T/W

Reinforcement, or Reinforcing

Long

Light

Length

Laminated

Longitudinal

LAM

LGTH

LG

LT

LONGIT

Each

East

EF

EA

E

EW

ELECT Electric or Electrical

Each way

Each face

Mark

Metal

Maximum

Material

Maximum

Mechanical

Manufacturer

LLH

LLBB

LLV

MK

MAX

MECH

MATL

MAX

MET

MFR

Medium

Mezzanine

Minimum

Minute

Miscellaneous

Mixture

North

Nominal

Near Side

Near Face

Multiple

MED

MIN

MEZZ

MIX

MISC

MIN

NF

N

NOM

NS

MULT

EQ

ENGR

ETC

EST

EXCAV

EQUIP

EXT

EJ

EXIST

X-STR

X-HVY

Etcetera

Extra Strong

Extra Heavy

Exterior

Expansion Joint

Existing

Excavate

Estimate

Equipment

Equal

Engineer

FS

FF

FT or '

FIN

FIG

FBM

FTG

FD

FRMG

FND

FLR

Framing

Foundation

Footing

Floor Drain

Floor

Finish

Figure

Feet Board Measure

Feet or Foot

Far Side

Far Face

FabricationFAB

Opposite

Opening

On Center

Number

Perpendicular

Permanent

Original

OPP

OPNG

OC

OD

PERP

PERM

d

ORIG

Point

Plate

Pound

Plywood

Project

PT

PL

PLYWD

PSF

PCF

LB

PROJ

PSI

Piece, Pile CapPC

GEN

GI

GALV

GRND

GR

HEX

HGT

HORIZ

S

IN or " Inches

I Beam

Horizontal

Hexagon

Height

Ground

Grade

General (Notes)

Galvanized Iron

Galvanize

Joint

Joist

ID

JT

JST

KO

K

Knockout

Kip (1,000 lbs)

Inside Diameter

Include or IncludedINCL

Not to ScaleGage or Gauge NTSGA

Elevation LHEELEV

Pounds Per Square Inch

Pounds Per Square Foot

Pounds Per Cubic Foot

Penny (Nails, etc)

Outside Diameter

Long Leg Vertical

Long Leg Horizontal

Long Leg Back To Back

Low Hydrogen Electrode

General Structural NotesGSN

LEGEND:

GSN = GENERAL STRUCTURAL NOTES

UNO = UNLESS NOTED OTHERWISE

INDICATES TUBE COLUMN

INDICATES WIDE FLANGE COLUMN

INDICATES BEAM SPLICE

INDICATES FOOTING SIZE. SEE SCHEDULE.

F1

SYMBOLS AND ABBREVIATIONS FOR CONCRETE (as per ACI)

SLOPE DIRECTION DOWN

MISCELLANEOUS ELEVATION

FLOOR OR STEEL ELEVATION

REQUIRED NUMBER OF HEADED SHEAR STUDS

RIGID CONNECTION

CAMBER UP

00'-0"

00'-0"

(00'-0")

C=0"

[00]

STEEL ELEVATION

SPAN DIRECTION

To Indicate Size of Deformed Bar.#

Clear

Bottom

Bent

Each Face

Column Tie

Each Way

Limits of Area Covered By Bars

Direction in Which Bars Extend

Spacing Center to Center

Spiral

Stirrup

Plain Bar

Outside Face

Near Face

Inside Face

Top

Straight

Far Face

AT

EF

CT

CL

BOT

BT

EW

T

STR

SP

STIR

PL

OF

NF

IF

FF

Plain Rounds, as Spirals/

INDICATES STD PIPE COLUMN

Construction Management Civil Engineering Surveying

9090 South Ridgeline Boulevard, Suite 105

Highlands Ranch, CO 80129 (303) 730-0434 www.calibre-engineering.com

Calibre Engineering, Inc.

Calib er

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

18-357

Buffalo (CA)

/5

/2

:0

:2

A M

S-001

ABBREVIATIONS, SYMBOL LEGEND,

AND GENERAL STRUCTURAL NOTES

MBT

REPLACE BASEMENT

SWITCHGEAR

Cheyenne VA Medical Center 2360 East Pershing Blvd.

Cheyenne, WY 82001 March 06, 2020

100% CONSTRUCTION DOCUMENTS

442-18-003

GMG

SYMBOL LEGEND

ABBREVIATIONSGENERAL STRUCTURAL NOTES

1 3

GENERAL

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION.

2. DO NOT SCALE THE DRAWINGS.

3. GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS APPLY UNLESS NOTED OTHERWISE ON

PLANS, ELEVATIONS, DETAILS AND SPECIFICATIONS. IN CASE OF CONFLICT THE GREATER

REQUIREMENT GOVERNS.

4. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

5. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OF CHARGE OF, AND SHALL NOT BE

RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR

PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK,

FOR THE ACTS OF OMISSIONS OF THE CONTRACTOR, SUB-CONTRACTORS OR ANY OTHER

PERSONS PERFORMING AN OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY

OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

6. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING

AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND OR SEISMIC FORCES,

CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL

ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

7. NOTIFY THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT WHEN DRAWINGS BY OTHERS

SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH

ARE LOCATED IN THE STRUCTURAL MEMBER.

8. ALL SPECIFICATIONS AND CODES NOTED SHALL BE THE LATEST APPROVED EDITIONS AND

REVISIONS BY THE GOVERNMENTAL AGENCY HAVING JURISDICTION OVER THIS PROJECT.

9. COST OF ADDITIONAL FIELD AND OFFICE WORK NECESSITATED BY REQUESTS BY THE

CONTRACTOR FOR AN OPTION OF DUE TO ERRORS OR COMMISSIONS IN CONSTRUCTION SHALL

BE BORNE BY THE CONTRACTOR. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. HE SHALL

BE RESPONSIBLE FOR ALL CHANGES NECESSARY IF HE CHOOSES AN OPTION AND HE SHALL

COORDINATE ALL DETAILS.

10. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR

THE SEAL OF AN ENGINEER REGISTERED IN WYOMING.

11. UNLESS NOTED OTHERWISE, DETAILS ON STRUCTURAL DRAWINGS ARE TYPICAL AS INDICATED

BY CUTS, REFERENCES OR TITLE.

12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

13. FIELD VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO THE START OF SHOP

DRAWINGS OR CONSTRUCTION.

14. EXISTING CONDITIONS REQUIRING MODIFICATIONS TO DOCUMENTS FOR PROPOSED

CONSTRUCTION SHALL BE IMMEDIATELY SUBMITTED TO ARCHITECT.

CODE AND DESIGN CRITERIA

1. BUILDING CODE: LATEST EDITION OF U.S. DEPARTMENT OF VETERANS AFFAIRS DESIGN GUIDES, STANDARDS, AND MANUALS.

2015 INTERNATIONAL BUILDING CODE (IBC)

2. DESIGN LIVE LOADS:

a. SWITCHGEAR MECHANICAL PAD----------------- 250 PSF OR EQUIPMENT WEIGHT, THE HEAVIER

3 WIND DESIGN DATA:

a. BASIC WIND SPEED ----------------------------------- 140 MPH (ULTIMATE)

b. EXPOSURE ----------------------------------------------- C

c. INTERNAL PRESSURE COEFFICIENT----------- +/- 0.18

3. SEISMIC DESIGN DATA:

a. BUILDING RISK CATEGORY------------------------- IV

b. IMPORTANCE FACTOR (IE) -------------------------- 1.50

c. SS ------------------------------------------------------------ 0.156g

d. S1 ------------------------------------------------------------ 0.054g

e. SITE CLASS ---------------------------------------------- D

f. SDS ---------------------------------------------------------- 0.166g

g. SD1---------------------------------------------------------- 0.086g

h. SEISMIC DESIGN CATEGORY--------------------- C

5. GROUND SNOW LOAD---------------------------------- 30 PSF

FROST PENETRATION---------------------------------- 48 INCHES

IMPORTANCE FACTOR (IE)---------------------------- 1.20

CONCRETE AND MASONRY ADHESIVE ANCHORS

1. ADHESIVE ANCHORS SHALL NOT BE USED UNLESS SPECIFICALLY DETAILED ON DRAWINGS OR

APPROVED BY THE STRUCTURAL ENGINEER.

2. ADHESIVE ANCHORS IN NORMAL-WEIGHT HARDROCK CONCRETE SHALL BE BY HILTI, INC. (ICC NO.

ESR-3187; HIT-HY 200 ADHESIVE) OR ICC APPROVED EQUIVALENT.

3. ADHESIVE ANCHORS IN GROUT FILLED CMU SHALL BE BY HILTI, INC. (ICC NO. ESR-3963; HIT-HY 200

ADHESIVE) OR ICC APPROVED EQUIVALENT.

4. MINIMUM EMBEDMENT IN NORMAL-WEIGHT HARDROCK CONCRETE SHALL BE THE TABULATED

VALUE IN THE ICC REPORT THAT EXCEEDS SIX BOLT DIAMETERS OF THE ANCHOR SPECIFIED BUT

NOT LESS THAN AS INDICATED ON PLANS OR IN DETAILS.

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE `BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318) AND THE `MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION' BY CRSI AND WCRSI, AS MODIFIED BY THE PROJECT DRAWINGS

AND SPECIFICATIONS.

2. DEFORMED REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60, EXCEPT TIES, STIRRUPS AND REINFORCING BARS IN NON-STRUCTURAL CONCRETE SUCH AS SLABS ON GRADE, WHICH MAY BE GRADE 40, UNLESS NOTED OTHERWISE.

3. WELDING OF REINFORCING SHALL BE WITH LOW HYDROGEN ELECTRODES IN CONFORMANCE WITH 'RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL, ETC.', AMERICAN WELDING SOCIETY, AWS

D1.4. WELDING OF REINFORCING STEEL IS LIMITED TO A706 REBAR.

4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.

6. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL MESH AND ONE HALF, WHICH EVER

IS GREATER.

7. SPLICES SHALL BE MADE ONLY AS AND WHERE INDICATED ON THE STRUCTURAL DRAWINGS.

8. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE, SPACING AND

NUMBER AS THE SPECIFIED VERTICAL REINFORCING, U.N.O.

9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE

INSPECTION OCCURS.

10. PROVIDE SHOP DRAWINGS AND FABRICATE AFTER THE ARCHITECT'S REVIEW. ALL SPLICE LOCATIONS ARE

SUBJECT TO APPROVAL. PLACE REBAR PER CRSI STANDARDS.

CONCRETE

1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318, AND THE `SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301, LATEST EDITIONS, WITH MODIFICATIONS AS NOTED ON THE DESIGN DRAWINGS OR SPECIFICATIONS.

2. REINFORCED CONCRETE DESIGN IS BY THE ULTIMATE STRENGTH DESIGN METHOD.

3. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND SHALL BEAR THE WET SEAL OF A CIVIL

ENGINEER LICENSED IN THE STATE OF WYOMING.

4. THE CONCRETE MIXTURES SHALL BE BASED ON THE FOLLOWING EXPOSURE CATEGORIES AND CLASSES.

a. MINIMUM SULFATE EXPOSURE CLASS ----------------------- S1

b. CORROSION PROTECTION OF REINF. CLASS ------------- C1

c. PERMEABILITY EXPOSURE CLASS ----------------------------- P0

d. FREEZING AND THAWING EXPOSURE CLASS ------------- F1

e. WATER CEMENT RATIO MAXIMUM W/CM ------------------- 0.45

5. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTHS AND TYPES:

LOCATION IN STRUCTURE STRENGTH (PSI) TYPE

CONCRETE SLAB 4500 HARD ROCK

ALL CONCRETE UNO 4500 HARD ROCK

6. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE II.

7. AGGREGATE FOR HARD ROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF ASTM C33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY WITH PERMISSION OF THE STRUCTURAL ENGINEER. USE 1" MAX

AGGREGATE SIZE.

8. CONCRETE MIXING OPERATIONS, ETC., SHALL CONFORM TO ASTM C94.

9. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 304 AND PROJECT SPECIFICATIONS. SANDBLAST ALL

CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED.

10. PLACING OF CONCRETE SHALL CONFORM TO ACI 305 ``HOT WEATHER CONCRETING" WHEN APPLICABLE.

11. CLEAR COVERAGE OF CONCRETE OVER REINFORCING BARS BE AS FOLLOWS:

a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ------------ 3”

b. CONCRETE EXPOSED TO EARTH OR WEATHER:

i. NO. 6 THROUGH NO. 18 BAR ---------------------------------------------------------------------2”

ii. NO. 5 BAR AND SMALLER ------------------------------------------------------------------------ 1 1/2”

c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

i. SLABS, WALLS, JOISTS:

1. NO. 14 AND NO. 18 BAR ------------------------------------------------------------------------ 1 1/2”

2. NO. 11 BAR AND SMALLER --------------------------------------------------------------------3/4”

ii. BEAMS, COLUMNS:

1. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS --------------------------1 1/2”

d. SLABS ON GRADE (FROM TOP)---------------------------------------------------------------------- 1 1/2”

11. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO

PLACING CONCRETE.

12. MECHANICAL PIPES AND ELECTRICAL CONDUITS WHICH PASS THROUGH SLAB ON GRADE, CONCRETE ON STEEL DECK, FRAMED CONCRETE FLOORS AND WALLS DO NOT REQUIRE SLEEVES, UNLESS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS, MECHANICAL OR ELECTRICAL DRAWINGS. IF SLEEVES ARE REQUIRED, INSTALL SLEEVES BEFORE PLACING CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY INTERFERE WITH SLEEVE PLACEMENT. CORING OPENINGS IN CONCRETE IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT IN ADVANCE OF CONDITIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. NO PIPES OR ELECTRICAL CONDUIT SHALL PASS THROUGH CONCRETE BEAMS

OR COLUMNS UNLESS SPECIFICALLY DETAILED.

13. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 IN. CHAMFER, UNLESS OTHERWISE

NOTED ON ARCHITECTURAL DRAWINGS.

14. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT TILE FINISH SHALL BE APPROVED BY THE FINISH

APPLICATOR BEFORE USE.

15. MODULUS OF ELASTICITY OF CONCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM C469, SHALL BE AT LEAST THE VALUE GIVEN BY THE EQUATIONS IN SECTION 8.5.1 OF ACI 318 FOR THE SPECIFIED CONCRETE 28-DAY STRENGTH.

16. MINIMUM STRENGTH FOR REMOVAL OF FORMS AND SHORING SHALL BE 75% OF SPECIFIED STRENGTH AT 28 DAYS.

17. ALL CONCRETE NOT SPECIFICALLY SHOWN WITH REINFORCEMENT SHALL BE REINFORCED IN THE SAME MANNER AS SIMILAR

CONDITIONS OR WITH REINFORCEMENT MEETING THE MINIMUM REQUIREMENTS OF ACI-318.

18. CONCRETE SLAB SHALL BE WET MAT, MOIST CURED FOR A MINIMUM OF 7 DAYS.

19. CONCRETE MIXES MAY CONTAIN FLY ASH AS NOTED PER SPECIFICATIONS.

MASONRY

1. THE MASONRY UNITS SHALL CONFORM TO ASTM C90 GRADE N-1 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28-DAYS ON THE NET AREA OF 2000 PSI FOR A DESIGN STRENGTH OF f'm = 1500 PSI.

2. CEMENT SHALL BE AS SPECIFIED FOR CONCRETE.

3. REINFORCING BARS - SEE NOTES UNDER `REINFORCING STEEL' FOR REQUIREMENTS. ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

4. MORTAR MIX SHALL CONFORM TO REQUIREMENTS FOR IBC TABLE 2103.8(1), TYPE S, AND PROJECT SPECIFICATIONS. MORTAR SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.

5. GROUT SHALL CONFORM TO REQUIREMENTS OF SECTION 2103 OF IBC FOR COARSE GROUT. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS. FLY ASH WILL NOT BE PERMITTED IN

GROUT.

6. GROUT AND MORTAR MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND SHALL BEAR THE WET SEAL OF A CIVIL ENGINEER LICENSED IN THE STATE OF WYOMING AND SHALL BE SUBMITTED FOR REVIEW.

GROUT, MORTAR AND BLOCK STRENGTHS MAY HAVE TO BE INCREASED IN ORDER TO OBTAIN AN f'm = 1500 PSI.

7. PROVIDE A MINIMUM OF 1/2 INCH GROUT BETWEEN VERTICAL REINFORCING AND MASONRY UNITS.

8. FOR GROUT LIFT CONSTRUCTION REFER TO THE ACI 530-02 SECTION 1.15.1 AND ACI 530.1 SECTION 3.5.

9. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT, UNLESS NOTED OTHERWISE IN THE

DRAWINGS OR SPECIFICATIONS.

10. MECHANICALLY VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING.

11. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS SHALL BE SET TO ALIGN WITH CORES

CONTAINING REINFORCING STEEL.

12. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS, LAYING PATTERN AND JOINT TYPE.

13. ALL REINFORCING SHALL HAVE A MINIMUM LAP SPLICE LENGTH AS FOLLOWS:

LAP SPLICE LENGTH (INCHES)

6" CMU 8" CMU

a. (1) #4 IN CELL 20” 20"

b. (2) #4 IN CELL 24” 24"

c. (1) #5 IN CELL 32” 25"

d. (2) #5 IN CELL 38” 38"

e. (1) #6 IN CELL 61” 44"

STAGGER ALL HORIZONTAL REBAR SPLICES

14. MECHANICAL PIPES AND ELECTRICAL CONDUITS WHICH PASS THROUGH MASONRY WALLS DO NOT REQUIRE SLEEVES, UNLESS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS, MECHANICAL OR ELECTRICAL DRAWINGS. IF SLEEVES ARE REQUIRED, INSTALL SLEEVES BEFORE GROUTING. DO NOT CUT ANY REINFORCING WHICH MAY INTERFERE WITH SLEEVE PLACEMENT. CORING OPENINGS IN GROUTED MASONRY IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT IN ADVANCE OF CONDITIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. NO PIPES OR ELECTRICAL CONDUIT SHALL PASS THROUGH MASONRY

LINTELS UNLESS SPECIFICALLY DETAILED.

15. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXPANSION AND CONTROL JOINTS. CONTRACTOR SHALL VERIFY AND PROVIDE ADDITIONAL CONTROL JOINTS WHERE SPACING SHOWN ON PLANS EXCEEDS 32 FEET UNLESS NOTED OTHERWISE ON PLANS AND ELEVATIONS. IF ADDITIONAL CONTROL JOINTS ARE REQUIRED OR LOCATIONS REQUIRE ADJUSTMENTS, CONTRACTOR SHALL COORDINATE AND OBTAIN ARCHITECT'S AND

STRUCTURAL ENGINEER'S APPROVAL PRIOR TO PLACING REBAR DOWELS FOR WALL.

16. REINFORCE WALLS PER PLANS AND DETAILS. PROVIDE CONTINUOUS HORIZONTAL BOND BEAMS AND

REINFORCING AS FOLLOWS:

a. AT BOTTOM OF WALLS, IN FIRST COURSE OF MASONRY, PROVIDE (1) #4 IN 8" DEEP GROUTED BOND BEAM.

b. AT TOP OF WALLS, STOP BELOW AND ARE ANCHORED TO ROOFS OR FLOORS, PROVIDE (2) #5 IN 8" DEEP

GROUTED BOND BEAM. AT TOP OF PARAPETS, PROVIDE (2) #4 IN 8" DEEP GROUTED BOND BEAM.

c. PROVIDE ADDITIONAL HORIZONTAL REINFORCING WHERE SHOWN ON PLANS AND DETAILS.

FOUNDATION

1. FOUNDATION:

a. DESIGN PER IBC SECTION 1806.

b. FOOTING SHALL BEAR ON FIRM UNDISTURBED OR COMPACTED SOIL AT 1'-6" MIN BELOW FINISH GRADE OF NATURAL

GRADE, WHICHEVER IS LOWER. ALLOWABLE BEARING = 1500 PSF.

2. SEE PLAN FOR DEPTH. CONTRACTOR SHALL VERIFY AND LOWER FOOTINGS AS REQUIRED TO MAINTAIN 44” MINIMUM BELOW FINISH GRADE TO BEAR BELOW THE FROST LINE. THE COST ASSOCIATED WITH LOWERING THE FOOTINGS (IF

REQUIRED) SHALL BE BORNE BY THE CONTRACTOR.

3. CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, SEEPAGE, ETC.

4. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN THE EARTH BANKS AND ANY EXISTING STRUCTURE.

5. ALL EARTHWORK, FOOTING DEPTHS, AND EXCAVATIONS FOR FOUNDATIONS SHALL BE INSPECTED BY THE SOILS ENGINEER TO VERIFY ASSUMED ALLOWABLE SOIL BEARING PRESSURE AND TO MAKE ANY ADDITIONAL

RECOMMENDATIONS.

6. EXCAVATIONS FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE GEOTECHNICAL ENGINEER SHALL SUBMIT A LETTER OF COMPLIANCE TO THE OWNER.

7. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION

OF SUCH BRACING AND PROTECTION.

8. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING PERIMETER SHALL BE MECHANICALLY COMPACTED IN LAYERS, TO THE APPROVAL OF THE GEOTECHNICAL ENGINEER. FLOODING WILL NOT BE PERMITTED.

9. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH THE NEW CONSTRUCTION SHALL BE REMOVED.

QUALITY ASSURANCE PLAN AND STATEMENT OF SPECIAL INSPECTION

1. SPECIAL INSPECTION, PER THE INTERNATIONAL BUILDING CODE CHAPTER 17, SECTION 1704 AND 1705. SEE PROJECT SPECIFICATIONS AND

STATEMENT OF SPECIAL INSPECTIONS BELOW FOR SPECIFIED REQUIREMENTS.

2. STATEMENT OF SPECIAL INSPECTIONS

A. THIS STATEMENT OF SPECIAL INSPECTIONS IS ACCORDANCE WITH SECTIONS 1704.3 OF THE IBC 2015 CODE. THE INTENT OF THIS SECTION IS

THAT ALL SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE 2015 IBC UNLESS

SPECIFICALLY NOTED OTHERWISE. SEE SPECIFICATION SECTION 01 45 35.

B. THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH THE BUILDING CODE AND SPECIFICATION SECTION 01 45 35.

1. CONCRETE CONSTRUCTION

2. MASONRY CONSTRUCTION

3. TEST OF SOILS

C. MATERIAL OR WORKMANSHIP NOT IN REASONABLE CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS OR SPECIFICATIONS

MAY BE REJECTED AT ANY TIME DURING THE PROGRESS OF THE WORK.

D. THE CONTRACTOR SHALL REQUEST SPECIAL INSPECTION OF THE ITEMS LISTED ABOVE PRIOR TO THOSE ITEMS BECOMING INACCESSIBLE

AND UNOBSERVABLE DUE TO PROGRESSION OF THE WORK.

E. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

09/30/20

03/06/2020

A

25' - 4"

2' - 8" 8' - 0" 4' - 0" 8' - 0" 2' - 8"

B

S-101

S-101

M C

J

MCJ

MCJ

S-101

OPEN

9 9

14,375#

S-101

S-101

S-501

7 7

EXISTING, VERIFY IN FIELD

25' - 10"

OPEN

2' - 0" 2' - 0"

M

IN

S-101

S-101

S-501

MIN

2' - 10"

MIN.

2' - 4"

MIN.

8' - 8"

F A

C E

O F

L

IG

H T

W E

L L W

A L L

F A

C E

O F

D O

O R

O P

E N

IN

G

ELEVATION 1' - 5" IS TO TOP OF

EXISTING FIRST FLOOR SLAB,

VERIFY W/ ARCH.

14,375#

C J

C J

C J

C J

CJ CJ CJ

S-501

TYP

15 15

T.O.SLAB 0' - 0"

T.O.PAD 0' - 9"

VERIFY WITH ARCH.

SLOPE AS REQ'D

NOTE:

1. CMU LINTEL, SEE DETAIL

2.

3.

2"

4" FACE BRICK TO MATCH

EXISTING

STEEL ANGLE LOOSE LINTEL:

AT 8'-0" OPENING USE L8x6x7/16" LLV - 8" MIN. BEARING

8/S-501

FINISH SURFACE CONCRETE SLAB, SEE PLAN1.

2.

3.

4. #5 AT 12" O.C. TRANSVERSE

5.

6.

7.

DOWEL TO MATCH AND LAP WALL REINF.

8.

#4 CONT.

9.

16" WIDE CONCRETE STEM WALL WITH #5 VERTICAL AT 12"

O.C. EACH FACE AND #4 HORIZONTAL AT 12" O.C. EACH FACE

2"

6" 8"

10. 8" CMU WALL, SEE PLAN FOR REINFORCEMENT

11. 4" FACE BRICK TO MATCH EXISTING

PROVIDE STANDARD HOOK PER DETAIL 1/S-501

M

IN

GRID

12. (2)-#5 CONT. IN 8" DEEP BOND BEAM

TOP OF WALL ELEV.

VERIFY W/ ARCH.

10' - 0"

3' - 6"

1' - 2"

(4)-#5 CONTINUOUS

TRENCH DRAIN, SEE ARCHITECTURAL DRAWINGS

L A

P

L A

P

HORIZONTAL REINFORCEMENT @ 16" O.C. MAX

TOP OF WALL ELEV.

VERIFY W/ ARCH.

1' - 4"

13. 3/4" COMPRESSIBLE MATERIAL

14. TOP OF EXTERIOR GRADE

6" CONCRETE WALL, SEE PLAN FOR REINFORCEMENT

4" FACE BRICK

EXISTING CONCRETE WALL

2.

3.

1.

VENEER TIES, SEE ARCHITECTURAL4.

DRILL AND EPOXY DOWEL TO MATCH

AND LAP WALL REINFORCEMENT. USE

HILTI HIT-HY 200 (ESR-3187) OR

APPROVED EQUAL. 12" EMBEDMENT.

5.

1' - 0"

2"

6" 6"

GRID

TOP OF WALL ELEV.

VERIFY W/ ARCH.

10' - 0" A.F.F.

3 1/4"

EQUIPMENT PAD. REINFORCEMENT NOT

SHOWN FOR CLARITY. SEE DETAIL

FOR INFORMATION NOT CALLED OUT

5/S-501

MIN.

2' - 0"

1.

2 1

OPENING FOR CONDUIT, SEE PLAN2.

3/4" COMPRESSIBLE MATERIAL3.

CONCRETE SLAB, SEE PLAN4.

EQUIPMENT PAD, SEE DETAIL 5/S-501 FOR REINFORCEMENT1.

2.

3. MASONRY WALL BEYOND

4. FINISH GRADE, SEE CIVIL

5.

6.

7.

NEW CONDUIT BANK, SEE ELECTRICAL

CONCRETE STEM WALL, SEE 6/S-101 FOR REINFORCING

4" FACE BRICK TO MATCH EXISTING

(2)-#5 CONT. IN 8" DEEP BOND BEAM

2"

6" 8"

GRID

6 TOP OF WALL ELEV.

VERIFY W/ ARCH.

10' - 0" A.F.F.

S-101

V E

R

IF

Y W

E

L E

C T

R

IC

A L

8. CONT. FOOTING, SEE PLAN AND DETAIL 6/S-101

9. TOP OF FOOTING STEM WALL BEYOND

10. CONCRETE SLAB BEYOND, SEE PLAN

S-501

2' - 0"

11. #4 DOWELS, DRILL AND EPOXY 6" INTO CONCRETE

STEM WALL. SPACE DOWELS HORIZONTALLY AT 16"

O.C. AND 8" MAX. FROM EDGE OF EQUIPMENT PAD

(DO NOT DISTURB STEM WALL REINFORCEMENT)

12. TOP OF STEM WALL AT DOOR TO MATCH TOP OF

EQUIPMENT PAD ELEVATION

Construction Management Civil Engineering Surveying

9090 South Ridgeline Boulevard, Suite 105

Highlands Ranch, CO 80129 (303) 730-0434 www.calibre-engineering.com

Calibre Engineering, Inc.

Calib er

## KEY NOTES:

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

18-357

Buffalo (CA)

/5

/2

:0

:2

A M

S-101

FOUNDATION PLAN, ROOF FRAMING

PLAN, DETAILS

MBT

REPLACE BASEMENT

SWITCHGEAR

Cheyenne VA Medical Center 2360 East Pershing Blvd.

Cheyenne, WY 82001 March 06, 2020

100% CONSTRUCTION DOCUMENTS

442-18-003

GMG

1. EXISTING CONCRETE BUILDING WALL

2. EXISTING CONCRETE LOW WALL

3. CONTINUOUS FOOTING 3' - 6" x 1' - 2" THICK, SEE

DETAIL 6/S-101 FOR REINFORCMENT

4. 6" CONCRETE WALL WITH #5 VERTS AT 12" O.C.

CENTERED IN WALL AND #4 AT 12" O.C. CENTERED IN

WALL

5. 8" SOLID GROUTED CMU WALL WITH #5 AT 24" O.C.

CENTERED IN CELL #4 AT 24" O.C. HORIZONTAL

6. 4" FACE BRICK TO MATCH EXISTING. BRICK TO BE

"CHEYENNE VA BLEND" WHICH CONSISTS OF 56%

MEDIUM RED SMOOTH, 34% REGENCY GOLD SMOOTH,

AND 10% MARKET STREET SMOOTH BY THE

LAKEWOOD BRICK COMPANY OR EQUAL.

COORDINATE WITH ARCHITECTURAL DRAWINGS.

7. JOINT MATERIAL, SEE ARCH.

8. CONDUIT OPENING PER MANUFACTURERS

REQUIREMENTS, COORDINATE PLAN DIMENSIONS

WITH MANUFACTURER.

9. NEW SWITCHGEAR

10. NEW MECHANICAL PAD, COORDINATE LOCATION WITH

ARCHITECTURAL AND MECHANICAL DRAWINGS.

11. NEW CONDUIT PASSING THROUGH EXISTING WALL.

EXISTING 16" CONCRETE WALL REINFORCEMENT

CONSIST OF THE FOLLOWING; #7 VERTICALS AT 12"

O.C. AT INTERIOR FACE, #5 VERTICALS AT 18" O.C. AT

OUTSIDE FACE, #4 HORIZONTAL EACH FACE AT 12"

O.C. SEE DETAIL 3(D)/E-501 FOR PROPOSED CONDUIT

CONFIGURATION. CONTRACTOR SHALL FIELD

LOCATE THE #7 VERTICAL BARS PRIOR TO CORE

DRILLING WALL. ADJUST CONDUIT CONFIGURATION

AS REQUIRED TO NOT DISTURB #7 VERTICAL BARS.

COORDINATE CONDUIT CONFIGURATION WITH COR

PRIOR TO CORE DRILLING WALL.

12. NEW CONDUIT BANK, SEE ELECTRICAL DRAWINGS

13. DRILL AND EPOXY (2)-#5 6" INTO EXISTING WALL,

EXTEND REBAR INTO NEW FOOTING 1' - 6" MIN. AND

PROVIDE STD HOOK.

14. EXISTING MRI FEEDER TO REMAIN AND TO PASS

THROUGH NEW CONCRETE STEM WALL. EXISTING

SIZES ARE (2) 2" & (1) 1-1/4". FIELD VERIFY SIZE,

DEPTH, AND LOCATION.

15. 6" THICK CONCRETE SLAB WITH #4 12" O.C. EACH

WAY. PROVIDE 3/4" COMPRESSIBLE MATERIAL

AROUND PERIMETER OF SLAB TO ALLOW

INDEPENDENT MOVEMENT BETWEEN WALLS,

EQUIPMENT PADS, AND EXISTING BUILDING.

16. CONCRETE FOOTING, SEE DETAIL 6/S-101

A. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS.

0 2 4 8

NORTH

PLAN

2 3

SCALE: 1/4" = 1'-0"

FOUNDATION PLAN

SCALE: 3/4" = 1'-0"

CMU & LOOSE LINTEL

SCALE: 3/4" = 1'-0"

CMU SITE WALL SECTION

SCALE: 3/4" = 1'-0"

CONCRETE SITE WALL ON EXISTING CONCRETE WALL

SCALE: 3/4" = 1'-0"

CONDUIT OPENING

SCALE: 3/4" = 1'-0"

CMU SITE WALL SECTION AT DOOR

BAR

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

(IN INCHES)

f'c (PSI) dh

1.

2.

3.

4.

THIS TABLE FOR USE WITH NORMAL-

WEIGHT HARDROCK CONCRETE AND

GRADE 60 UNCOATED REINFORCING

BARS.

FOR LIGHT-WEIGHT AGGREGATE USE

1.3 dh

FOR GRADE 40 BARS, USE 0.67 dh dh SHALL BE A MINIMUM OF 8 BAR

DIAMETERS OR 6 INCHES, THE

GREATER

FACE OF SUPPORT

MIN CONC COVER PER

GSN OR DETAILS

90 DEG STD HOOK

FACE OF SUPPORT.dh f'c = 4500 PSI

BAR

SIZE

TOP BARS OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

NOTES:

1. THIS TABLE FOR USE WITH NORMAL WEIGHT HARDROCK

CONCRETE AND GRADE 60 UNCOATED REINFORCING

BARS. FOR LIGHTWEIGHT AGGREGATE USE 1.3 d. d=

TENSION DEVELOPMENT LENGTH SHOWN AT THIS TABLE.

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF

CONCRETE CAST IN THE MEMBER BELOW THE BAR.

FOR BARS ENCLOSED IN STANDARD COLUMN SPIRALS, USE

0.75 d OR 12" MIN.

4. TENSION DEVELOPMENT LENGTH OF INDIVIDUAL BARS

WITHIN A BUNDLE SHALL BE 1.2 d FOR THAT BAR IN A 3-BAR BUNDLE AND 1.33 d FOR A 4-BAR BUNDLE.

3.

5. COMPRESSION DEVELOPMENT LENGTH (ONLY WHERE INDICATED

ON DRAWINGS) FOR GRADE 60 BARS USE 22 BAR DIAMETERS.

FACE OF SUPPORT

d

PROVIDE STANDARD HOOK PER DETAIL 1/S-501

WHERE d CANNOT BE ACHIEVED.

6. CASES 1 AND 2 ARE DEFINED AS FOLLOWS:

BEAMS OR COLUMNS

CASE 1: COVER AT LEAST 1.0 db AND CENTER TO CENTER SPACING AT LEAST 2.0 db

CASE 2: COVER LESS THAN 1.0 db OR CENTER TO CENTER SPACING LESS THAN 2.0 db

ALL OTHER MEMBERS

CASE 1: COVER AT LEAST 1.0 db AND CENTER TO CENTER SPACING AT LEAST 3.0 db

CASE 2: COVER LESS THAN 1.0 dB OR CENTER TO CENTER SPACING LESS THAN 3.0 db

#3

#4

#5

#6

#7

#9

#8

#10

#11

BAR

SIZE

LAP

CLASS

TOP BARS OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2

A

B

A

B

B

B

B

B

B

B

B

A

A

A

A

A

A

A f'c = 4500 PSI NOTES:

1. TABLE FOR USE WITH NORMAL WEIGHT HARDROCK

CONCRETE AND GRADE 60 UNCOATED REINF. BARS.

FOR LIGHTWEIGHT AGGREGATE USE 1.3

= BASIC LAP LENGHT SHOWN AT THIS TABLE.

2. CLASS A - HALF OR LESS OF THE BARS ARE

SPLICED WITHIN A REQUIRED LAP LENGTH.

CLASS B - MORE THAN HALF OF THE BARS ARE

SPLICED WITHIN A REQUIRED LAP LENGTH.

3. TOP BARS ARE HORIZONTAL BARS WITH MORE

THAN 12" OF CONCRETE CAST IN THE MEMBER

BELOW THE BAR.

4. FOR BARS ENCLOSED IN STANDARD COL. SPIRALS,

USE 0.75 OR 12" MIN.

5. LAP SPLICES OF INDIVIDUAL BARS WITHIN A

BUNDLE SHALL BE 1.2 FOR THAT BAR IN A 3-BAR

BUNDLE AND 1.3 FOR A 4-BAR BUNDLE. ENTIRE

BUNDLES SHALL NOT BE LAP SPLICED AT THE

SAME LOCATION. SPLICES FOR INDIVIDUAL BARS

WITHIN A BUNDLE SHALL BE STAGGERED SUCH

THAT THEY DO NT OVERLAP.

6. COMPRESSION LAP SPLICE (ONLY

WHERE INDICATED ON DRAWINGS) FOR

GRADE 60 BARS USE 30 BAR DIA.

7. CASES 1 AND 2 ARE DEFINED AS FOLLOWS:

BEAMS OR COLUMNS

CASE 1: COVER AT LEAST 1.0 db AND CENTER TO CENTER SPACING AT LEAST 2.0 db

CASE 2: COVER LESS THAN 1.0 db OR CENTER TO CENTER SPACING LESS THAN 2.0 dB

ALL OTHER MEMBERS

CASE 1: COVER AT LEAST 1.0 db AND CENTER TO CENTER SPACING AT LEAST 3.0 db

CASE 2: COVER LESS THAN 1.0 dB OR CENTER TO CENTER SPACING LESS THAN 3.0 db

.3"

PLAN

A

SECTION

A

2" C

LR

2' -0

2' -0

1.

2.

3.

4.

5.

(2) #4 TOP AND BOTTOM.

EDGE OF SLAB, OR PIT WALL ETC., SEE

PLAN.

FOR DIMENSIONS SEE PLAN, ARCH.,

MECH., ETC.

RECTANGULAR OR ROUND OPENING.

REINFORCING BARS.

#6 @ 12" O.C. EACH WAY TOP & BOTTOM.

M

IN

EDGE DIST, TYP

6" MIN

COORD. LOCATIONS, DIMENSIONS, ANCHORAGES &

SUPPORTS REQUIREMENTS FOR MECHANICAL UNITS

TO CONC BASES WITH EQUIP. MFR/ SUPPLIER,

ARCH'L, MECH'L & ELECT'L DWGS. EQUIP MFR/

SUPPLIER TO PROVIDE ALL SUPPORTS NOT SHOWN.

FINISH SURFACE1.

2.

3. ANCHOR BOLTS AS REQ'D.

M

IN

3/4" COMPRESSIBLE MATERIAL4.

1. CMU WALL.

2. LINTEL

3. VERTICAL BARS IN GROUTED

CELLS.

4. OPEN END BLOCKS AT LINTEL

HEIGHT "H". EXTEND OPEN END

BLOCK, GROUT AND REINFORCE

2'-0" MIN. CONT. PAST JAMB

EACH END.

5. TOP OF SOLID GROUT FULL

DEPTH.

6.

8.

LINTEL U-BLOCK.

9.

SHORE LINTEL UNTIL GROUT

REACHES DESIGN STRENGTH.

10.

180 DEGREE STANDARD HOOK.

TURN HOOK PARALLEL WITH

WALL AS REQ.

11. PROVIDE DOWEL BARS TO

MATCH JAMB BARS, TYP.

12. PROVIDE STANDARD HOOK PER DETAIL

ADDITIONAL BARS WHERE

CALLED OUT ON PLANS OR

ELEVATIONS.

LINTEL REINF PER LINTEL

SCHEDULE.

OPENING

WIDTH

JAMB BARS (FULL HEIGHT)

8" CMU PLAN

7'-0" OR GREATER

6-#6

B

TYPICAL JAMB REINFORCING, UNO

(SEE NOTE 13)

LINTEL SCHEDULE

OPENING WIDTH *LINTEL REINF VERT. REINF

4'-0" TO 8'-0"

*"H"

2'-0" (2)-#6 PER PLANS

A

LINTEL

"H

C L R

/2

/2

24" FOR #5 BARS, TYP .

P E

R G

S N

L A

P S

P L

IC

E

A

B

TOP OF SLAB

7.

* UNLESS NOTED OTHERWISE ON PLANS AND WALL ELEVATIONS

1/S-501

13. SEE DETAIL FOR LOOSE LINTEL

SUPPORTING FACE BRICK

3/S-101

LAP SPLICE

TENSION

CORNER

SINGLE MAT

END

1. PROVIDE ADDITIONAL FULL HEIGHT

VERTICAL WALL REINFORCING AS

SHOWN. SIZE TO MATCH TYPICAL WALL

REINFORCING. WHERE VERTICAL WALL

REINFORCING DIFFERS AT CORNERS &

INTERSECTIONS, MATCH LARGER SIZE.

SEE PLANS & ELEVATIONS FOR

ADDITIONAL REINFORCING AS

REQUIRED.

2. OPEN END BLOCK.

3. BREAK SHELL AT HORIZONTAL

REINFORCING.

4.

5.

PROVIDE 1" MIN GROUT ALL AROUND

REINFORCING THROUGH FACE SHELL.

6.

180 DEGREE HOOK.

TENSION LAP SPLICE PER GENERAL

STRUCTURAL NOTES.

2 1

A

PLAN AT CONTINUOUS WALL

B

PLAN AT INTERSECTION

1.

2.

3.

4.

5.

CMU WALL

REINFORCE PER DETAIL 19/- (WALL END)

CONT. VERTICAL CONTROL

MATERIAL PER ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

STOP TYPICAL HORIZONTAL

REINFORCING AT 2" FROM JOINT

EXCEPT AS NOTED ON NOTE 4 ABOVE.

EXISTING CONCRETE WALL

CONTROL JOINT

1/4 x "T" = DEPTH OF CUT

"T

SAW-CUT CONCRETE AS SOON AS THE SURFACE IS

FIRM ENOUGH SO THAT IT WILL NOT BE TORN OR

DAMAGED BY THE BLADE, AND IN A TIMELY MANNER

TO PROHIBIT RANDOM CRACKING OF SLAB.

FOR SUBGRADE PREPARATION, SEE GEOTECH

REPORT.

1.

2.

3.

AT CONTROL JOINT PROVIDE 1/2" DIA x 16" LONG

SMOOTH BAR DOWEL AT 12" O.C. ALONG JOINT.

GREASE ONE END, CENTER DOWEL ON JOINT.

4.

3" 3"

OPEN

2' - 6"2' - 6"

TOP OF FOOTING1.

CONCRETE STEM WALL2.

ADDITIONAL (2)-#5 VERTICAL BARS EACH

SIDE OF OPENING

3.

ADDITIONAL (2)-#4 HORIZONTAL BARS

ABOVE OPENING

4.

Construction Management Civil Engineering Surveying

9090 South Ridgeline Boulevard, Suite 105

Highlands Ranch, CO 80129 (303) 730-0434 www.calibre-engineering.com

Calibre Engineering, Inc.

Calib er

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

18-357

Buffalo (CA)

/5

/2

:0

:2

A M

S-501

DETAILS

Author

REPLACE BASEMENT

SWITCHGEAR

Cheyenne VA Medical Center 2360 East Pershing Blvd.

Cheyenne, WY 82001 March 06, 2020

100% CONSTRUCTION DOCUMENTS

442-18-003

Checker

SCALE: 3/4" = 1'-0"

TENSION DEVELOPMENT FOR HOOKED BARS

SCALE: 3/4" = 1'-0"

TENSION DEVELOPMENT LENGTH d (INCHES)

SCALE: 3/4" = 1'-0"

TENSION LAP SPLICE LENGTH (INCHES)

SCALE: 3/4" = 1'-0"

OPENING IN SLAB ON GRADE

SCALE: 3/4" = 1'-0"

EQUIPMENT BASE AND PAD

SCALE: 3/4" = 1'-0"

TYPICAL CMU WALL OPENINGS

SCALE: 3/4" = 1'-0"

TYPICAL CMU WALL INTERSECTIONS & END OF WALL

SCALE: 3/4" = 1'-0"

TYPICAL CONTROL JOINTS IN CMU WALL

SCALE: 3/4" = 1'-0"

CONTROL JOINT (TYP)

SCALE: 3/4" = 1'-0"

OPENING IN CONCRETE STEM WALL

3 3

WV

STMH-A-11

(EX) MRI UG. FEEDER TO REMAIN

A

ELEC.

ROOM

8'-0" 4'-0" 8'-0" 2'-8"

BA _____

AE301

AE301

E X

IS

T

.V.I.F

2'-8"

25'-4"

1'-0"

E .J

AE301

AE301

AE101

AE301

07 07

1'-2"

1" E.J.

E.J. E.J.

AE301

MIN.

8'-8" 1" E.J.

1'-8"

NEW

TRANSFORMER

NEW

TRANSFORMER

NEW FIRE LANE

COORDINATE WITH

VA

4" DUCTILE

IRON

BUTTERFLY

VALVE

4" DUCTILE

IRON BUTTERFLY

VALVE

4" DUCTILE

IRON BUTTERFLY

VALVE

3'-4" 8'-8" 1'-10"

AE301

EDGE OF EXISTING CONCRETE

LANDING TO REMAIN. FIELD

VERIFY EXACT LOCATION.

R E

Q U

IR

E

D M

IN

IM

U M

R E

Q U

IR

E

D M

IN

IM

U M

'-0

R=4'-1 1 1/8" R

'-1

1/2

/8

/8

P A

R K

IN

G

S T

A L L

/8

14'-2 1/4"

NEW CURB CUT

YELLOW, LATEX STRIPED AREA

APPROXIMATE LOCATION OF

FUTURE NEW U.G. FIRELINE AND

HYDRANT BY OTHERS

TIE-IN NEW CURB CUT TO

MATCH EXISTING

TIE-IN NEW CURB CUT

TO MATCH EXISTING

DEMOLISH AND REMOVE

EXISTING CURB CUT. PREP

AND RESURFACE DEMO'D

AREA WITH NEW ASPHALT

UP TO NEW CURB CUT.

FIRST FLOOR

1' - 5"

TOP OF WALL

10' - 0"

AB E

X

IS

T

E.J.

1"

GRADE

0"

4" DUCTILE

IRON DRAIN

PIPE

4" DUCTILE

IRON DRAIN

PIPE

O .C

O .C

O .C

1'-7" 2'-0" 1'-7"

FIRST FLOOR

1' - 5"

A

TOP OF WALL

10' - 0"

1" CJ WITH SEALANT

AND BACKER ROD

GRADE

0"

EXISTING BUILDING

JOINT SEALANT

MINERAL FIBER

JOINT FILLER

DOWEL REINF. -

SEE STRUCTURAL

EXIST. RAMP

EXIST. HAND RAIL

1 1/2" DIA. GALV. STEEL

HANDRAIL - PAINTED TO

MATCH EXISTING

1 1/2" DIA. GALV.

STEEL POST -

PAINTED

12"

MIN.

M

IN

.11"

MIN.

CLR

1 1/2"

CLR

1 1/2"

C L R

/2

EMBEDMENT

6" DRILL AND EPOXY #4 DOWEL AT

18" O.C. USE HILTI HIT HY 200 (ESR 3187)

OR EQUAL

7' - 8"

TYPE A TYPE A

8' - 0"

2" 7' - 8" 2"

FIRST FLOOR

1' - 5"

TOP OF WALL

10' - 0"

/4

/4

EQUIPMENT CONCRETE PAD -

SEE STRUCTURAL DRAWINGS

GRAVEL FILL

V .I

.F

S E

E S

T R

U C

T D

W G

S

FLASHING & WEEPS

GROUT SOLID

CONCRETE

FOUNDATION

FOOTING - SEE

STRUCTURAL

DRAIWNGS

CMU - SEE

STRUCTURAL

DRAWINGS FOR

REINFORCEMENT

BRICK VENEER

6" CONCRETE WALL

BRICK VENEER

WOOD NAILER W/

SCREW-FASTENERS

MTL FLASHING

EXISTING CURB WALL

AT AREAWELL

PROVIDE SEALANT

2" NOMINAL AIR

SPACE (KEEP

CLEAN OF MORTAR)

WOOD NAILER W/

SCREW-FASTENERS

AE301

AE301

AE301

SEE STRU. DWG'S

3'-6"

A B

M

IN

SEAL ALL MOAT

JOINTS WITH OIL

RESISTANT SEALS

OIL MOAT

RESERVOIR GRADE

0"

O .C

4" DUCTILE

IRON BUTTERFLY

VALVE

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

/6

/2

:4

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P M

AE101

FIRST FLOOR PLAN, ELEVATIONS,

SECTION AND DETAIL

1 2JJG/RER

REPLACE BUFFALO

BUILDING BASEMENT

SWITCHGEAR

CHEYENNE VA MEDICAL CENTER

2360 EAST PERSHING BLVD

CHEYENNE, WY 82001 March 6, 2020

100% CONSTRUCTION DOCUMENT

442-18-00318-357

Buffalo

KC

Scale: 1/4" = 1'-0"

FIRST FLOOR PLAN 0 4 8 16

NORTH

PLAN

Scale: 1/4" = 1'-0"

NORTH ELEVATION

Scale: 1/4" = 1'-0"

WEST ELEVATION

0 4 8 16

0 4 8 16

N

AREA OF WORK

KEY PLAN

SCALE: NO SCALE

1. THE CONTRACTOR IS RESPONSIBLE TO VERIFY ALL

EXISTING CONDITIONS PRIOR TO BEGINNING WORK.

NOTIFY THE ARCHITECT AND VA COR OF ANY

CONFLICTS PRIOR TO PROCEEDING WITH

DEMOLITION.

2. ALL ITEMS BEING REMOVED SHALL REMAIN THE

PROPERTY OF THE VA MEDICAL CENTER UNTIL

CONFIRMATION HAS BEEN MADE BY THE VA COR AS

TO WHETHER THE VA WILL RETAIN SUCH ITEMS. ALL

ITEMS NOT BEING RETAINED BY THE VA COR OR

DESIGNATED ON THE DRAWINGS TO BE REMOVED

FROM THE SITE BY CONTRACTOR.

3. REFER TO MECHANICAL, ELECTRICAL,

COMMUNICATION AND PLUMBING DOCUMENTS FOR

ADDITIONAL INFORMATION.

4. COORDINATE WORKING HOURS ALLOWED FOR

DEMOLITION WITH VA COR AS INSTRUCTED IN

GENERAL REQUIREMENTS.

5. REPAIR OR REPLACE ITEMS DAMAGED DURING

CONSTRUCTION ACTIVITIES AT NO ADDITIONAL COST

TO THE VA. IF DAMAGED, REPAIR, RE-PATCH, SAND

SMOOTH AND REFINISH TO MATCH EXISTING.

6. COORDINATE WITH VA COR FOR CONTRACTOR

ACCESS, AND STAGING AREAS. THE CONTRACTOR

SHALL NOT ENCROACH ON ADJACENT OCCUPIED

AREAS NOT WITHIN THE SCOPE OF WORK.

7. KEY NOTES AND DRAWINGS ARE INTENDED TO

GRAPHICALLY REPRESENT GENERAL WORK AND DO

NOT PORTRAY FULL SCOPE OF THE PROJECT. SEE

SPECIFICATIONS FOR DETAILED REQUIREMENTS.

8. REFER TO SPECIFICATIONS SECTION 01 00 00 FOR

GENERAL REQUIREMENTS DURING DEMOLITION,

INCLUDING DISPOSAL OF ITEMS TO BE REMOVED OFF-

SITE, OR ITEMS TO BE RETURNED TO THE VA.

9. THE INFORMATION CONTAINED IN THESE DEMOLITION

DOCUMENTS DEFINES GENERAL SCOPE ONLY AND

DOES NOT RELIEVE THE CONTRACTOR OF THE

RESPONSIBILITY OF PROVIDING ALL DEMOLITION

REQUIRED FOR THE COMPLETION OF THE WORK.

10. THE CONTRACTOR SHALL, BEFORE THE START OF

WORK, IDENTIFY ANY REQUIRED DEMOLITION BEYOND

THE IDENTIFIED PROJECT SCOPE WHETHER ABOVE,

BELOW, INSIDE EXISTING WALLS BEING

DEMOLISHED, OR OUTSIDE PROJECT AREA. THE

CONTRACTOR SHALL PROVIDE DEMOLITION OF THESE

AREAS AND PATCH OF SAME AS A PART OF THE

SCOPE OF THE PROJECT. CONTRACTOR SHALL

NOTIFY AND COORDINATE THIS WORK WITH THE

CONTRACTING OFFICER'S REPRESENTATIVE.

11. ALL DEMOLITION WORK SHALL BE PERFORMED WITH

DUE CARE AND DILIGENCE IN ORDER TO PREVENT

ARBITRARY DAMAGE OR INTERRUPTION OF SERVICE

OR CONCEALED UTILITIES INTENDED TO REMAIN IN

SERVICE.

12. REFER TO SPECIFICATION DIVISION 02 FOR

ADDITIONAL DEMOLITION WORK REQUIRED FOR

ASBESTOS ABATEMENT.

13. CONTRACTOR IS RESPONSIBLE TO REMOVE OR

REWORK PLUMBING, ELECTRICAL, OR MECHANICAL

ITEMS HIDDEN IN WALLS SHOWN TO BE DEMOLISHED.

REFER TO PLUMBING, ELECTRICAL, OR MECHANICAL

PLANS FOR ADDITIONAL INFORMATION.

14. WHEREVER EXISTING EQUIPMENT, PIPING, DUCTS,

ETC., ARE REQUIRED TO BE REMOVED, SUCH

REMOVAL SHALL INCLUDE ALL ANCHORS, HANGERS,

BRACING, FOUNDATION, ETC.

15. INTERIOR FINISHES, INCLUDING FLOORS, WALLS, AND

CEILINGS, DAMAGED DURING REMOVAL OR

ABANDONMENT OF PLUMBING, ELECTRICAL, OR

MECHANICAL ITEMS SHALL BE PATCHED AND

REPAIRED TO MATCH ADJACENT SURFACES AND FOR

PREPARATION FOR NEW CONSTRUCTION.

16. WALL MOUNTED STERILIZATION EQUIPMENT

MONITORS TO BE REMOVED AND REINSTALLED BY

CONTRACTOR. COORDINATE REINSTALLATION WITH

FINISHES AND NEW FURRING WALLS.

DEMOLITION KEYNOTES:#

SHEET KEY NOTES:#

1. THE DEMOLITION DRAWINGS FOR ARCHITECTURAL

AND ENGINEERING WORK HAVE BEEN PREPARED

USING "AS-DESIGNED" DOCUMENTS PROVIDED BY THE

OWNER. NEITHER THE OWNER NOR THE ARCHITECT

WARRANT THESE TO BE "AS-BUILT" DOCUMENTS, AND

ACTUAL CONDITIONS MAY VARY. THE DEMOLITION

WORK INDICATED IS INTENDED TO SHOW THE

GENERAL SCOPE OF THE DEMOLITION WORK AND IN

NO WAY RELIEVES THE CONTRACTOR FROM

PERFORMING ANY AND ALL DEMOLITION REQUIRED

TO COMPLETE THE NEW WORK.

2. ALL DEMOLITION WORK SHALL BE PERFORMED WITH

"DUE CARE AND DILIGENCE" SO AS TO PREVENT THE

ARBITRARY DESTRUCTION OR INTERRUPTION OF

CONCEALED UTILITIES WHICH COULD NOT BE

PREDETERMINED UNTIL DEMOLITION WAS STARTED.

ALL SUCH DISCOVERIES OF UTILITIES DURING THE

DEMOLITION PROCESS WHICH ARE IN A LOCATION

DIFFERENT FROM FLOOR TO FLOOR, ETC., OR ARE

UNIDENTIFIED, SHALL BE REPORTED TO THE

ARCHITECT BEFORE REMOVAL FOR FINAL

DISPOSITION.

3. REMOVE ALL CONSTRUCTION DESIGNATED TO BE

REMOVED AND CLEAR TO RECEIVE NEW WORK AS

HEREIN INDICATED.

4. REMOVE PORTIONS OF EXISTING CONSTRUCTION AS

DRAWN AND PATCH TO MATCH ADJACENT

CONSTRUCTION.

5. WHEREVER EXISTING EQUIPMENT, PIPING, DUCTS,

ETC., ARE REQUIRED TO BE REMOVED, SUCH

REMOVAL SHALL INCLUDE ALL ANCHORS, HANGERS,

BRACING, FOUNDATION, ETC. AFTER REMOVAL,

AFFECTED CONSTRUCTION AND SURFACES, SUCH AS

FLOORS ,WALLS, BASES, AND CEILINGS, SHALL BE

FINISHED TO MATCH ADJACENT SURFACES UNLESS

OTHERWISE NOTED.

6. NEW WORK SHALL ALIGN WITH AND MATCH EXISTING

WORK EXCEPT WHERE OTHERWISE DIMENSIONED OR

DETAILED.

7. ANY EXISTING CONDITIONS WHICH ARE INCONSISTENT

WITH CONTRACT DRAWINGS RELEVANT TO THIS

CONTRACT SHALL BE REPORTED TO THE COR.

8. WHERE DEMOLITION OR RELATED WORK LEAVES

FLOOR SURFACES WITH IMPERFECTIONS OR NOT

LEVEL TO TOLERANCES SPECIFIED FOR NEW WORK,

PROVIDE SELFLEVELING UNDERLAYMENT.

9. WHERE DEMOLITION WORK UNCOVERS OR LEAVES

OPENINGS IN PARTITIONS OR INCOMPLETE

PARTITIONS, EXTEND, RESTORE, AND/OR CLOSE

OPENING IN PARTITION AS INDICATED AND/OR AS

REQUIRED TO MAINTAIN FIRE RATINGS AND SMOKE

BARRIERS. MATCH EXISTING CONSTRUCTION, U.N.O.,

WITHIN THE LIMITS AND TOLERANCES FOR MATERIALS

AS SPECIFIED OR RECOMMENDED BY THE

MANUFACTURER. REFINISH SURFACES TO ALIGN

FLUSH WITH EXISTING.

10. WHERE DEMOLITION WORK OR RELOCATION OF

EXISTING ITEMS LEAVES UNFINISHED SURFACES

AND/OR SUBSTRATES, CUT AND PATCH AS REQUIRED

TO RESTORE SUBSTRATE AND/OR FINISH MATERIAL

EVEN AND FLUSH WITH ADJOINING SURFACES.

TEXTURE AND REFINISH TO MATCH EXISTING U.N.O.

11. CONTRACTOR SHALL DISPOSE OF ALL ITEMS AND

MATERIALS PER SPECIFICATIONS. OWNER RESERVES

THE RIGHT TO SELECT SPECIFIC ITEMS FOR

SALVAGE. THESE ITEMS SHALL BE IDENTIFIED DURING

A PRECONSTRUCTION WALKTHROUGH.

12. FOR FURTHER DEMOLITION INFORMATION REF THE

MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS.

13. PROVIDE TEMPORARY DUST, SIGHT AND SOUND

BARRIERS AS REQUIRED BY OWNER, AND WHEREVER

NECESSARY, TO LIMIT THE AMOUNT OF NOISE, DUST,

VISUAL POLLUTION WITHIN AND AROUND THE

FACILITY, TO MAINTAIN OCCUPANCY AND USE OF

OCCUPIED AREAS IN THE EXISTING BUILDING. THE

EXACT LOCATION AND QUANTITY OF TEMPORARY

BARRIERS IS TO BE COORDINATED WITH OWNER AND

DETERMINED BY CONSTRUCTION SCHEDULE AND

WORK SCHEDULE.

14. ALL BUILDING SYSTEMS SERVING OCCUPIED AREAS

OF THE BUILDING SHALL REMAIN FULLY OPERATIONAL

AT ALL TIMES. CONTRACTOR SHALL PROTECT AND

MAINTAIN ALL EXISTING BUILDING SYSTEMS

INCLUDING SYSTEMS PASSING THROUGH AND

ADJACENT AREAS REQUIRING DEMOLITION. WHERE

NECESSARY RE-ROUTE OR CAP AS REQUIRED ALL

WIRING, CONDUITS, PIPING, DUCTWORK AND OTHER

UTILITIES TO SERVE OCCUPIED AREAS.

15. CONTRACTOR TO VERIFY ALL EXISTING

UNDERGROUND UTILITIES PRIOR TO DIGGING.

16. NO DEMOLITION SHALL OCCUR UNTIL TEMPORARY

LIFE SAFETY AND INFECTION CONTROL MEASURES

ARE IN PLACE.

17. COORDINATE CONCRETE DEMOLITION TIMES WITH

COR.

01 SAWCUT & REMOVED EXIST. STAIR TREAD

02 EXIST. RAMP TO REMAIN

03 EXIST. HANDRAIL TO REMAIN

01 PROVIDE NEW HANDRAIL - MATCH EXIST.

02 PROVIDE NEW STAIR TREAD.

03 NEW TRANSFORMER - SEE ELECTRICAL

DRAWINGS.

04 4" TRENCH DRAIN TIE TO NEARBY STORM DRAIN

SYSTEM.

05 GRAVEL FILL, VAPOR BARRIER, PAD

06 ELECTRICAL EQUIPMENT PAD, SEE STRUCTURAL

DRAWINGS.

07 TOP OF CONCRETE FOUNDATION WALL.

08 EXISTING HOSE BIBB TO REMAIN.

09 ROUTE EXISTING STORM DOWNSPOUT 11" FROM

EDGE OF AREA WELL ALONG TOP OF NEW

TRANSFORMER ENCLOSURE WALL AND DOWN THE

FRONT. TERMINATE AT GRADE.

10 TIE TRENCH DRAIN TO EXISTING STORM DRAIN

SYSTEM, REFER TO ELECTRICAL SITE PLAN ON

E-102

11 CENTER TRANSFORMER ON CONCRETE PAD

WITHIN THE DOOR OPENING TO ALLOW 3' - 0" FOR

TRANSFORMER DOORS TO OPEN TO 90 DEGREES.

12 EXISTING GUTTER TO BE RE-ROUTED ON TOP OF

THE NEW SCREEN WALL AND DOWN THE FRONT

AS SHOWN.

SCW= SOLID CORE WOOD

STN= STAIN

WD= WOOD

IHM= INSULATED HOLLOW METAL

OHD= OVERHEAD DOOR

PF= PREFINISHED

PNT= PAINT

AL= ALUMINUM

ALCW= ALUMINUM CLAD WOOD

EXIST= EXISTING

FRP= FIBER REINFORCED

PLASTIC

HM= HOLLOW METAL

Scale: 1 1/2" = 1'-0"

STAIR CONNECTION DETAIL

DOOR TYPE FRAME TYPE

0 4 8 16

Scale: 1/4" = 1'-0"

BUILDING SECTION

A

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P ,P

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C H I T E C T U R

A L

C O

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N O

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T H C A R O L

I N A

A

A

DOOR SCHEDULE

DOOR DOOR FRAME HEAD

DETAIL NO.

JAMB

DETAIL NO.

THRESH

DETAIL NO.

FIRE

RATING

HDWR

SET REMARKSNO. WIDTH HEIGHT THICK MAT'L FINISH ELEV MAT'L FINISH ELEV

GRADE

A 7' - 8" 7' - 2" 1 3/4" HM PNT A HM PNT 2 - AE301 7 - AE301 1 - AE301 HW-11B

B 7' - 8" 7' - 2" 1 3/4" HM PNT A HM PNT 2 - AE301 7 - AE301 1 - AE301 HW-11B

GENERAL NOTES:

2" NOMINAL AIR SPACE (KEEP

CLEAN OF MORTAR)

45 MIL UNCURED EPDM

FLASHING W/ END DAMS

WEEPS @ 16" ON CENTER @

DOOR HEAD

STAINLESS STEEL DRIP EDGE

@ DOOR HEAD

LOOSE LINTEL, SEE

STRUCTURAL

SEALANT @ PERIMETER OF

FRAME

LINTEL, SEE

STRUCTURAL

SEALANT

BRICK VENEER

LINTEL, SEE STRUCTURAL

CONCRETE FOUNDATION,

SEE STRUCTURAL

DOUBLE 3" x 7' INSULATED HM

DOOR W/ ASTRAGAL & HD

LEVER HARDWARE &

STORAGE LOCKSET,

COORDINATE KEYING

AE301

AE301

2" NOMINAL AIR SPACE (KEEP

CLEAN OF MORTAR)

WOOD NAILER

W/ SCREW-

FASTENERS

V E

R

IF

Y W

E

L E

C T

R

IC

A L

GRAVEL FILL

GRADE

0' - 0"

NEW SIDEWALK

1'-6 1/8"

TOP OF WALL

10' - 0"

CONCRETE WALL, SEE

STRUCTURAL

DRAWINGS FOR

REINFORCEMENT

BRICK VENEEER

"HOOK & EYE" LADDER

REINFORCMENT @ 16'

ON CENTER

VERTICALLY

WOOD NAILER W/

SCREW-FASTENERS

PROVIDE SEALANT

/8

FIRST FLOOR

1' - 5"

GRAVEL FILL

CONRETE

FOUNDATION,

SEE STRUCTURAL

CONCRETE

FOUNDATION - SEE

STRUCTURAL DRAIWNGS

1/2" EXPANSION FILLER

45 MIL UNCURED EPDM

FLASHING W/ MFG.

WEEPS @ 16" ON

CENTER HORIZONTALLY

(TYP.)

BRICK VENEEER

SEE STRU. DWG'S

3'-6"

S E

E S

T R

U C

T U

R A

L D

R A

W

IN

G S

CONCRETE FOOTING -

SEE STRUCTURAL

DRAIWNGS

1" C.J WITH SEALANT

AND BACKER ROD

GRADE

0"

4" DUCTILE IRON

BUTTERFLY VALVE

NEW SIDEWALK,

COORDINATE WITH VA

M

IN

FIRST FLOOR

1' - 5"

ALL WALLS TO HAVE

2-HR RATED 8" CMU

EXISTING CURB WALL

EXISTING HOSE BIB

45 MIL UNCURED EPDM

FLASHING W/ MFG.

WEEPS @ 16" ON

CENTER HORIZONTALLY

(TYP.)

2" NOMINAL AIR SPACE (KEEP

CLEAN OF MORTAR)

"HOOK & EYE" LADDER

REINFORCMENT @ 16'

ON CENTER

VERTICALLY

GRAVEL FILL

CONCRETE WALL, SEE

STRUCTURAL DRAWINGS

FOR REINFORCEMENT

EXISTING LIGHTWELL WALL

EXTENDS DOWN TO BASEMENT

GRADE

0"

4" DUCTILE IRON BUTTERFLY

VALVE

OIL MOAT

RESERVIOR

M

IN

M

IN

MASONRY WALL, SEE STRUCTURAL

DRAWINGS FOR REINFORCEMENT

BRICK VENEER

2" NOMINAL AIR SPACE (KEEP

CLEAN OF MORTAR)

MASONRY WALL, SEE STRUCTURAL

DRAWINGS FOR REINFORCEMENT

SEALANT

8" HD HM FRAME &

INSULATED HD HM DOOR

EXT. SEALANT

'HOOK & EYE' HORIZONTAL

REINFORCEMENT @ 16" ON

CENTER (TIES @ 16" ON CENTER

EACH WAY)

BRICK VENEER

2" NOMINAL AIR SPACE (KEEP

CLEAN OF MORTAR)

S E

E S

T R

U C

T U

R A

L D

R A

W

IN

G S

1" CHAMFERED EDGE

1"

Revisions: Date

Drawing Title

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

/6

/2

:4

:0

P M

AE301

BUILDING SECTIONS AND DETAILS

2 2JJG

REPLACE BUFFALO

BUILDING BASEMENT

SWITCHGEAR

CHEYENNE VA MEDICAL CENTER

2360 EAST PERSHING BLVD

CHEYENNE, WY 82001 March 6, 2020

100% CONSTRUCTION DOCUMENT

442-18-00318-357

Buffalo

KC

Scale: 1 1/2" = 1'-0"

WALL SECTION AT DOOR HEAD

Scale: 3/4" = 1'-0"

WALL SECTION AT DOOR

Scale: 1 1/2" = 1'-0"

WALL CAP DETAIL

Scale: 1 1/2" = 1'-0"

FOOTING DETAIL

Scale: 1 1/2" = 1'-0"

DETAIL AT EXISTING CONCRETE WALL

Scale: 3" = 1'-0"

WALL CORNER DETAIL

Scale: 3" = 1'-0"

DOOR FRAME DETAIL

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N O

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I N A

Scale: 3" = 1'-0"

CONCRETE PAD EDGE DETAIL

L L

ELECTRICAL ABBREVIATIONS LIST

SR SURFACE RACEWAY

SS STAINLESS STEEL

SSW SELECTOR SWITCH

STD STANDARD

SURF SURFACE MOUNTED

SW SWITCH

SWBD SWITCHBOARD

SYM SYMMETRICAL

SYS SYSTEM

TC TIMECLOCK

TEL TELEPHONE

TEL/DATA TELEPHONE/DATA

TERM TERMINAL

TP TWISTED PAIR

TPS TWISTED PAIR SHIELDED

TR TAMPER RESISTANT

T-STAT THERMOSTAT

TTB TELEPHONE TERMINAL BOARD

TTC…