ISLE OF WIGHT COUNTY SCHOOLS

RRMM ARCHITECTS, PC

ARCHITECTURE / PLANNING / INTERIORS

1317 Executive Boulevard, Suite 200

Chesapeake, VA 23320

(757) 622-2828

310 1st Street SW, Suite 100

Roanoke, VA 24011

(540) 344-1212

VOLUME 1 OF 1

SMITHFIELD HIGH SCHOOL VICINITY MAP CONSULTANTS OWNER

SPEIGHT, MARSHALL & FRANCIS, P.C.

STRUCTURAL ENGINEERING

1228 Perimeter Pkwy Way, Suite 201 Virginia Beach, VA 23454 P: (757) 427-1020

THOMPSON CONSULTING ENGINEERS

MEP ENGINEERING

22 Enterprise Pkwy, Suite 120 Hampton, VA 23666 P: (757) 599-4415 F: (757) 599-4113

ISLE OF WIGHT COUNTY SCHOOLS

9307 Old Stage Hwy Smithfield, VA 23430 Phone: (757) 357-4393

SITE

115 South 15th Street, Suite 502

Richmond, VA 23219

(804) 277-8987

3700 Koppers Street, Suite 300

Baltimore, MD 21227

(410) 234-8444

2900 South Quincy Street, Suite 710

Arlington, VA 22206

(703) 998-0101

SMITHFIELD HIGH SCHOOL WELDING LAB RENOVATIONS

SMITHFIELD HIGH SCHOOL LOCATION MAP

SITE

Lic. No. 10748

JEFFREY A HARRIS

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RRMM

ARCHITECTS, PC

1317 Executive Blvd, Suite 200

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Chesapeake, Virginia 23320 (757)622-2828

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

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SHEET INDEX

Sheet Number Sheet Title

PROJECT TITLE SHEET

G-001 TITLE SHEET

LIFE SAFETY

LS101 LIFE SAFETY FLOOR PLAN

ARCHITECTURAL DEMOLITION

AD101 DEMOLITION FLOOR PLAN

AD102 REFLECTED CEILING PLAN - DEMOLITION

ARCHITECTURAL

A-001 GENERAL INFORMATION

A-002 PARTITION TYPES & TERMINATIONS AND ACCESSIBILITY GUIDELINES

A-100 OVERALL FLOOR PLAN

A-101 FLOOR PLAN - NEW WORK

A-102 REFLECTED CEILING PLAN -NEW WORK

A-301 MISCELLANEOUS DETAILS

A-601 FINISH SCHEDULE AND LEGEND

A-602 DOOR SCHEDULE & DOOR DETAILS

PLUMBING

P-001 LEGEND, NOTES AND ABBREVIATIONS

PD101 FLOOR PLAN - DEMOLITION - DRAIN, WASTE AND VENT

PD201 FLOOR PLAN - DEMOLITION - DOMESTIC WATER

P-101 FLOOR PLAN - NEW WORK - DRAIN, WASTE AND VENT

P-201 FLOOR PLAN - NEW WORK - DOMESTIC WATER, COMPRESSED AIR, AND

WELDING GASES

MECHANICAL

M-001 GENERAL NOTES, ABBREVIATIONS, LEGEND, AND SCHEDULES

MD101 FLOOR PLANS - DEMOLITION - MECHANICAL

M-101 FLOOR PLANS - NEW WORK - MECHANICAL

M-201 MECHANICAL DETAILS AND CONTROLS

ELECTRICAL

E-001 LEGEND, ABBREVIATIONS, GENERAL NOTES AND SCHEDULE.

ED101 FLOOR PLAN - DEMOLITION - LIGHTING AND AUXILIARY SYSTEMS

ED201 FLOOR PLAN - DEMOLITION - POWER

E-101 FLOOR PLAN - NEW WORK - LIGHTING AND AUXILIARY SYSTEMS

E-201 FLOOR PLAN - NEW WORK - POWER

E-301 ELECTRICAL OVERALL FLOOR PLAN

E-401 PANELBOARD SCHEDULES AND ONE LINE DIAGRAM

IFB#:27-02

GENERAL NOTES:

1. THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE

ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWINGS AND THE SPECIFICATIONS. THE CONTRACTOR MUST VERIFY

THE REQUIREMENTS OF OTHER TRADES FOR ITEMS TO BE PLACED OR

SET IN THE STRUCTURAL WORK.

2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

PROVISIONS OF THE INTERNATIONAL BUILDING CODE, 2021 EDITION, AS

ADOPTED BY THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE, 2021

EDITION INCLUDING THE 2022 ASCE-7.

3. THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT

TO SPECIAL INSPECTIONS AND TESTS AS DESCRIBED IN SECTION 1704 OF

THE INTERNATIONAL BUILDING CODE, 2021 EDITION:

A. 032000 – CONCRETE REINFORCING

B. 033000 – CAST-IN-PLACE CONCRETE

C. 042000 – UNIT MASONRY

D. 051200 – STRUCTURAL STEEL FRAMING

4. THE CONTRACTOR MUST BE RESPONSIBLE FOR TEMPORARY SHORING

AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN

PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL

BRACING ARE IN PLACE.

5. BEFORE PROCEEDING WITH WORK WITHIN OR NEAR THE EXISTING

STRUCTURE, THE CONTRACTOR MUST BECOME FAMILIAR WITH THE

EXISTING STRUCTURAL CONDITIONS. THE SHORING AND BRACING

SHOWN IS A PARTIAL AND SCHEMATIC REPRESENTATION OF THAT

REQUIRED. THE CONTRACTOR MUST BE RESPONSIBLE FOR THE DESIGN

AND ERECTION OF ALL SAFEGUARDS NECESSARY TO PROTECT THE

EXISTING STRUCTURE FROM DAMAGE.

6. THE CONTRACTOR MUST FIELD VERIFY THE DIMENSIONS, ELEVATIONS

AND OTHER REQUIREMENTS NECESSARY FOR THE PROPER

CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE

STRUCTURE TO THE EXISTING. THE CONTRACTOR MUST MAKE ALL

MEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF

STRUCTURAL MEMBERS.

7. THE PROJECT SPECIFICATIONS ARE NOT SUPERSEDED BY THE

STRUCTURAL NOTES BUT ARE INTENDED TO BE COMPLEMENTARY TO

THEM. REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS

IN EACH SECTION.

8. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS MUST TAKE

PRECEDENCE OVER STRUCTURAL NOTES AND TYPICAL DETAILS.

9. CONSULTANTS’ DRAWINGS, INCLUDING STRUCTURAL DRAWINGS, ARE

CONSIDERED SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. ANY

OMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN VARIOUS

ELEMENTS OF THE CONSULTANTS’ DRAWINGS AND/OR SPECIFICATIONS

MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO

PROCEEDING WITH THE WORK.

10. THE DOCUMENTS DEFINING THE STRUCTURE ARE INSTRUMENTS OF

SERVICE PREPARED BY SPEIGHT, MARSHALL AND FRANCIS, P.L.L.C. FOR

ONE USE ONLY. THE STRUCTURAL DOCUMENTS MUST NOT BE

REPRODUCED, OR COPIED IN WHOLE OR IN PART BY THE CONTRACTOR

OR SUBCONTRACTORS FOR PREPARATION OF SHOP DRAWINGS OR

OTHER SUBMITTALS WITHOUT WRITTEN PERMISSION FROM THE

ARCHITECT.

11. LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:

A. DEAD LOADS:

1. ROOF 20 PSF

B. LIVE LOADS:

1. SLAB-ON-GRADE 100 PSF

2. ROOF 20 PSF

C. SNOW DESIGN DATA:

1. GROUND SNOW LOAD 46 PSF

EXPOSURE FACTOR 1.0

2. THERMAL FACTOR 1.13

3. FLAT ROOF SNOW LOAD 36.2 PSF

4. MINIMUM SNOW LOAD 35 PSF

D. WIND DESIGN DATA:

1. BASIC DESIGN WIND SPEED 127 MPH

2. ALLOWABLE STRESS DESIGN WIND SPEED 98 MPH

3. RISK CATEGORY III

4. WIND EXPOSURE C

5. INTERNAL PRESSURE COEFFICIENT ±0.18

6. WIDTH OF COMPONENTS AND CLADDING

COEFFICIENT PRESSURE ZONE a = 9 FT

7. COMPONENTS AND CLADDING DESIGN PRESSURES

A. ZONE 1 WITH 10 SF TRIBUTARY AREA 66 PSF

B. ZONE 4 WITH 10 SF TRIBUTARY AREA 36 PSF

E. SEISMIC DESIGN DATA:

1. RISK CATEGORY III

2. SEISMIC IMPORTANCE FACTOR 1.25

3. SS 0.120g

4. S1 0.042g

5. SITE CLASS D

6. SDS 0.110g

7. SD1 0.060g

8. SEISMIC DESIGN CATEGORY A

12. NO MECHANICAL UNITS HAVE BEEN CONSIDERED IN THE STRUCTURAL

DESIGN. SUBMIT LOCATION, DIMENSIONS AND OPERATING WEIGHTS OF

ANY UNITS WEIGHING MORE THAN 100 POUNDS TO THE STRUCTURAL

ENGINEER FOR REVIEW, PRIOR TO PLACEMENT.

CONCRETE MASONRY NOTES:

1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE

MASONRY SOCIETY (TMS) “BUILDING CODE FOR MASONRY STRUCTURES”

TMS 402-16.

2. CONCRETE MASONRY CONSTRUCTION MUST CONFORM TO THE MASONRY

SOCIETY (TMS) “SPECIFICATION FOR MASONRY STRUCTURES” TMS 602-16.

3. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MADE

WITH LIGHTWEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF

MASONRY, F’m, EXPRESSED AS FORCE PER UNIT OF NET CROSS

SECTIONAL AREA, MUST BE 2,000 PSI AT 28 DAYS.

4. REINFORCING STEEL MUST COMPLY WITH ASTM A615, GRADE 60. SHOP

FABRICATE REINFORCING BARS SHOWN TO BE BENT OR HOOKED.

5. GROUT MUST COMPLY WITH ASTM C476 OR IBC SECTION 2103.3, AND

MUST BE PROPORTIONED TO OBTAIN A 28 DAY COMPRESSIVE STRENGTH

OF 2,500 PSI.

6. MORTAR MUST COMPLY WITH ASTM C270, TYPE S OR M. AGGREGATE FOR

MORTAR MUST COMPLY WITH ASTM C144. AGGREGATE FAILING TO

COMPLY WITH ASTM C144 GRADATION REQUIREMENTS MAY BE USED

PROVIDED THE MORTAR CAN BE PREPARED TO COMPLY WITH THE

AGGREGATE RATIO, WATER RETENTION AND COMPRESSIVE STRENGTH

REQUIREMENTS OF THE PROPERTY SPECIFICATIONS OF ASTM C270. USE

TYPE M BELOW GRADE AND TYPE S ABOVE GRADE (UNLESS CELLS ARE

GROUTED SOLID).

7. VERTICAL REINFORCING BARS MUST BE THE GIVEN SIZE AND SPACING

SHOWN. LAP REINFORCING AT ALL SPLICES AS FOLLOWS:

A. #3 – 19” B. #4 – 25” C. #5 – 31” D. #6 – 52” E. #7 – 67” F. #8 – 93” G. #9 – 119”

H. #10 OR LARGER – ‘MECHANICALLY SPLICED’

8. REINFORCE NEW CMU WALLS WITH #4 AT 48" ON-CENTER.

STRUCTURAL STEEL NOTES:

1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE

FOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION (AISC 360-16) “STEEL CONSTRUCTION MANUAL” –

ALLOWABLE STRESS DESIGN.

2. STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING

SPECIFICATIONS:

A. STRUCTURAL STEEL W- AND WT-SHAPES – ASTM A992, Fy=50 KSI B. RECTANGULAR AND SQUARE HSS – ASTM A500, GRADE C, Fy=50 KSI

C. ANCHOR RODS – ASTM F1554, GRADE 36 (WELDABLE)

D. HEADED STUDS - ASTM A 108, GRADES 1015 THROUGH 1020, TYPE B,

Fu=65 KSI

E. ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS – ASTM

A36, Fy=36 KSI (UNLESS OTHERWISE NOTED)

3. WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, “STRUCTURAL

WELDING CODE – STEEL”. WELD ELECTRODES MUST BE E70XX.

CONTINUOUS 3/16” FILLET WELDS ARE REQUIRED UNLESS OTHERWISE

NOTED.

4. SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND

ELECTRICAL DRAWINGS FOR ADDITIONAL STEEL (IF ANY) NOT SHOWN ON

THE STRUCTURAL DRAWINGS.

5. UNLESS OTHERWISE NOTED, THE TOP OF ALL STEEL COLUMNS MUST

HAVE A STEEL CAP PLATE. UNLESS OTHERWISE DETAILED OR NOTED,

MINIMUM CAP PLATE DIMENSIONS MUST MATCH COLUMN WIDTH AND

DEPTH AND MINIMUM THICKNESS OF CAP PLATE MUST EQUAL COLUMN

WEB THICKNESS (1/2" MINIMUM).

6. UNLESS OTHERWISE NOTED, ATTACH BLOCKING AND NAILERS TO STEEL

FRAMING USING 3/16” DIAMETER POWDER ACTUATED FASTENERS AT 24”

ON-CENTER OR 1/2” DIAMETER BOLTS AT 48” ON-CENTER. STAGGER

FASTENERS TO ALTERNATE SIDES OF BEAM WEB.

7. STRUCTURAL STEEL NOTED TO BE GALVANIZED MUST CONFORM TO ASTM

A123 OR ASTM A153. GALVANIZE STRUCTURAL STEEL AFTER FABRICATION

WHERE PRACTICAL. REPAIR DAMAGED GALVANIZED COATING USING

ASTM A780 ZINC-RICH PAINT.

POST-INSTALLED ANCHOR NOTES:

1. POST-INSTALLED ANCHORS MUST CONSIST OF THE FOLLOWING ANCHOR

TYPES (OR APPROVED EQUIVALENT) UNLESS NOTED OTHERWISE:

A. ANCHORAGE TO CRACKED AND/OR UNCRACKED CONCRETE:

1. ADHESIVE ANCHORS:

A. HILTI HIT-HY 200 V3, SAFE SET SYSTEM WITH HILTI HIT-Z

ROD OR HILTI HOLLOW DRILL BIT SYSTEM WITH HAS-E

THREADED ROD AT CONTRACTOR’S OPTION

2. MECHANICAL ANCHORS:

A. HILTI KWIK BOLT-TZ2 EXPANSION ANCHOR (SAFE SET

SYSTEM WITH HOLLOW DRILL BIT AND VACUUM AND SI-

AT-A22 TOOL WITH ADAPTIVE TORQUE FOR APPLICABLE

SIZES PER ICC ESR-4266)

B. HILTI KWIK BOLT 1 EXPANSION ANCHOR(SAFE SET

SYSTEM WITH HOLLOW DRILL BIT AND VACUUM AND SI-

AT-A22 TOOL WITH ADAPTIVE TORQUE FOR APPLICABLE

SIZES PER ICC ER-678)

B. REBAR DOWELING INTO CRACKED AND/OR UNCRACKED CONCRETE:

1. ADHESIVE ANCHORS:

A. HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI

HOLLOW DRILL BIT SYSTEM WITH CONTINUOUSLY

DEFORMED REBAR

C. ANCHORAGE TO SOLID GROUTED MASONRY:

1. ADHESIVE ANCHORS:

A. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM WITH HILTI HAS-E THREADED ROD

2. MECHANICAL ANCHORS:

A. HILTI KWIK BOLT-TZ2 EXPANSION ANCHORS

B. HILTI KWIK HUS-EZ SCREW ANCHOR

D. ANCHORAGE TO HOLLOW OR MULTI-WYTHE BRICK MASONRY:

1. ADHESIVE ANCHORS:

A. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM WITH HILTI HAS-E THREADED ROD

B. THE APPROPRIATE SIZE SCREEN TUBE MUST BE USED

PER ADHESIVE MANUFACTURER’S RECOMMENDATION

2. MECHANICAL ANCHORS:

A. HILTI KWIK-CON + SCREW ANCHORS

2. REQUESTS FOR ANCHOR SUBSTITUTIONS MUST BE APPROVED IN WRITING

BY THE STRUCTURAL ENGINEER OF RECORD. CONTRACTOR MUST SUBMIT

TECHNICAL DATA DEMONSTRATING THE PROPOSED ANCHOR

SUBSTITUTIONS MEET OR EXCEED THE STRENGTH AND PERFORMANCE

VALUES OF THE SPECIFIED ANCHORS.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS INCLUDED IN

THE ANCHOR PACKAGING.

4. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI

PROFI SYSTEM (OR EQUIVALENT). FOR PROJECTS MEETING IBC 2012 OR

LATER, ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION IS

REQUIRED FOR ALL INSTALLERS OF ADHESIVE ANCHORS IN HORIZONTAL

OR UPWARDLY INCLINED ORIENTATION. THE HILTI ADHESIVE ANCHOR

INSTALLER CERTIFICATION PROGRAM (HAAICP) IS AN APPROVED

EQUIVALENT.

5. THE CONTRACTOR MUST ARRANGE A REPRESENTATIVE OF THE ANCHOR

MANUFACTURER TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL

ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF

RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE

CONTRACTOR’S PERSONNEL INSTALLING ANCHORS ARE TRAINED PRIOR

TO THE COMMENCEMENT OF INSTALLING ANCHORS.

6. 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.

7. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY

CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS OTHERWISE

NOTED, EXISTING REINFORCING BARS CANNOT BE CUT. THE CONTRACTOR

MUST REVIEW THE EXISTING STRUCTURAL DRAWINGS AND MUST LOCATE

THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE

CONCRETE ANCHORS BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR

OTHER MEANS.

SPECIAL INSPECTIONS:

1. SPECIAL INSPECTIONS MUST BE COMPLETED FOR THE FOLLOWING

ELEMENTS ACCORDING TO IBC SECTION 1704.

2. CONCRETE AND ELEMENTS EMBEDDED IN CONCRETE MUST BE SPECIAL

INSPECTED PRIOR TO AND DURING PLACEMENT OF CONCRETE. SPECIAL

INSPECTIONS MUST INCLUDE THE FOLLOWING:

A. PERIODIC INSPECTION:

1. REINFORCING STEEL SIZE AND PLACEMENT

2. VERIFY USE OF APPROVED MIX DESIGN

3. AFTER PLACEMENT TO ENSURE ADEQUATE CURING AND

WEATHER PROTECTION PROCEDURES

4. SURFACE PREPARATION AND DETAILS AT COLD JOINTS,

INCLUDING PLACEMENT OF KEYWAYS

B. CONTINUOUS INSPECTION:

1. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE

2. DURING PLACEMENT OF CONCRETE

3. STRUCTURAL MASONRY MUST BE SPECIAL INSPECTED ACCORDING TO

THE FOLLOWING:

A. PERIODIC INSPECTION:

1. PROPORTIONS OF SITE-PREPARED MORTAR

2. CONSTRUCTION OF MORTAR JOINTS

3. SPECIFIED SIZE, LOCATION, GRADE AND TYPE OF

REINFORCEMENT

4. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

5. TYPE, SIZE AND LOCATION OF ANCHORS INCLUDING DETAILS

OF ANCHORAGE OF MASONRY TO PRIMARY STRUCTURAL

SYSTEM

6. CLEANLINESS OF GROUT SPACE

7. PROTECTION OF MASONRY DURING HOT AND COLD WEATHER

PLACEMENT

B. CONTINUOUS INSPECTION:

1. PREPARATION OF ANY GROUT SPECIMENS, MORTAR

SPECIMENS AND/OR PRISMS

2. GROUT PLACEMENT MUST BE VERIFIED TO ENSURE

COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT

PROVISIONS

4. STRUCTURAL STEEL FABRICATION AND ERECTION MUST BE SPECIAL

INSPECTED AS FOLLOWS:

A. PERIODIC INSPECTION:

1. SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16”

2. STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH

CONSTRUCTION DOCUMENTS INCLUDING MEMBER LOCATIONS,

CONNECTION DETAILS AND ANY OTHER BRACING AND

STIFFENING DETAILS

5. POST-INSTALLED ANCHORS INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS AND LOW VELOCITY FASTENERS MUST BE

SPECIAL INSPECTED ACCORDING TO THE RELEVANT ANCHOR CODE

EVALUATION REPORTS.

A. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE

INSTALLATION OF POST-INSTALLED ANCHORS.SPECIAL INSPECTOR

MUST VERIFY THE FOLLOWING:

1. ANCHOR SIZE AND STEEL GRADE

2. HOLE DIAMETER, LOCATION AND TYPE OF DRILL BIT

3. COMPLIANCE WITH MANUFACTURER’S INSTRUCTIONS

INCLUDING HOLE AND ANCHOR CLEANLINESS AND ADHESIVE

APPLICATION

4. ANCHOR EMBEDMENT DEPTH

6. SEE THE IBC AND OTHER CONSULTANTS’ DRAWINGS FOR NON

STRUCTURAL ITEMS REQUIRED TO BE SPECIAL INSPECTED.

CAST-IN-PLACE CONCRETE NOTES:

1. CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH

THE AMERICAN CONCRETE INSTITUTE (ACI) “BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-19) AND

COMMENTARY (ACI 318R-19)”.

2. CONCRETE MUST BE NORMAL WEIGHT AND OBTAIN A 28 DAY

COMPRESSIVE STRENGTH OF 3,500 PSI.

3. REINFORCING MATERIALS MUST BE AS FOLLOWS:

A. REINFORCING BARS – ASTM A615, GRADE 60, DEFORMED

B. FIBER REINFORCING:

1. FIBRILLATED SYNTHETIC MACROFIBERS - ASTM C116, TYPE III

4. ALL REINFORCING STEEL AND EMBEDDED ITEMS MUST BE ACCURATELY

PLACED IN THE POSITIONS SHOWN AND ADEQUATELY TIED AND

SUPPORTED BEFORE CONCRETE IS PLACED TO PREVENT DISPLACEMENT

BEYOND PERMITTED TOLERANCES.

5. CONCRETE COVER MUST COMPLY WITH THE 'CONCRETE COVER

SCHEDULE' ON THIS SHEET. MINIMUM CONCRETE COVER FOR

REINFORCING STEEL AS INDICATED ON THE DRAWINGS MUST GOVERN

WHEN IN CONFLICT WITH ACI 318-19.

6. UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS:

A. LAP SPLICE LENGTHS MUST COMPLY WITH ‘CAST-IN-PLACE

CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE’ ON THIS

SHEET

B. USE TENSION BAR LAP SPLICE LENGTHS

STRUCTURAL TESTING NOTES:

1. THE FOLLOWING MATERIALS MUST BE TESTED ACCORDING TO IBC

SECTION 1705. ANY ITEMS FOUND TO BE DEFICIENT MUST BE CORRECTED

AND RE-TESTED AT NO ADDITIONAL COST TO THE OWNER.

2. CONCRETE STRENGTH VERIFICATION AND TESTING: ALL CONCRETE MUST

BE TESTED TO VERIFY STRENGTH, SLUMP, UNIT WEIGHT, AIR CONTENT

AND TEMPERATURE. SEE THE SPECIFICATIONS FOR TESTING CRITERIA,

FREQUENCY AND ACCEPTABILITY CRITERIA.

3. STRUCTURAL STEEL: WELDED CONNECTIONS MUST BE TESTED FOR

COMPLIANCE WITH THE SPECIFICATIONS, AWS D.1.1 AND THE CONTRACT

DOCUMENTS. MINIMUM TESTING MUST INCLUDE THE FOLLOWING:

A. ALL DEFICIENT WELDS MUST BE CORRECTED AND RE-TESTED AT NO

ADDITIONAL COST TO THE OWNER

4. POST-INSTALLED ANCHORS INCLUDING, BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS AND LOW VELOCITY FASTENERS, MUST

BE TESTED ACCORDING TO THE RELEVANT ANCHOR CODE EVALUATION

REPORTS.

5. SEE THE IBC AND OTHER CONSULTANTS’ DRAWINGS FOR NON

STRUCTURAL ITEMS REQUIRED TO BE TESTED.

WITH

PLUS/MINUS

DIAMETER

CENTERLINE

ON-CENTER

ANCHOR BOLT

ARCHITECT or ARCHITECTURAL

BOTTOM

BAR DIAMETER

BUILDING

BEAM

BRACING

BRIDGING

CENTER OF GRAVITY

CAST IN PLACE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

COORDINATE

DETAIL

DIAMETER

DRAWING

EACH FACE

EACH WAY

EACH

ELEVATION

ELECTRICAL

ELEVATOR or ELEVATION

EXISTING

EXPANSION

FACE OF

FIRST RISER

FINISH or FINISHED

FLOOR

FOOTING

HOLLOW CORE

HOOK

HORIZONTAL

JOIST BEARING ELEVATION

JOINT

KIPS

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LONG

LONG LEG HORIZONTAL

LONG LEG OUTSTANDING

MIDDLE OF SLAB

MIDDLE OF WALL

MANUFACTURER or

MATERIAL

MECHANICAL

METAL

PRECAST

PRE-STRESSED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PLUMBING

RADIUS

REINFORCED or REINFORCING

REQUIRED

SLAB-ON-GRADE

STEPPED FOOTING

SECTION

SHEET

STANDARD

STIRRUP

STEEL

STRUCTURAL

TOP

TOP OF STEEL

TEMPERATURE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WORKING POINT

WELDED WIRE FABRIC

CMU

ELEV.

J.B.E.

K.S.F.

K.S.I.

MANUF.

PSF

PSI

REINF.

U.O.N.

VERT.

W.P.

W.W.F.

S.O.G.

S.F.

SECT.

SHT.

STD.

STIR.

STL.

STRUCT.

T.

T.O.S.

TEMP.

TYP.

M.O.S.

M.O.W.

MATL.

MECH.

MTL.

P.C.

P.S.

PLUMB.

R.

REQD.

FLR.

FTG.

H.C.

HK.

HORIZ.

JT.

K

LG.

LLH

LLO

DET.

DIA.

DWG.

E.F.

E.W.

EA.

EL.

ELEC.

EXIST.

EXP.

F.O.

F.R.

FIN.

B.

B.D.

BLDG.

BM.

BRCG.

BRDG.

C.G.

C.I.P.

CLR.

COL.

CONC.

CONT.

COORD.

w/ Ø

CL

o/c

A.B.

ARCH.

MANUFACTURER'S

ACI

ASTM

AMERICAN CONCRETE INSTITUTE

AMERICAN SOCIETY FOR

TESTING AND MATERIALS

CANT. CANTILEVER

Pc PIECE

SCHED. SCHEDULE

GALV.

GD.

GALVANIZED

GRADE

DWL. DOWEL

ENG. ENGINEER

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

BTWN. BETWEEN

SIM. SIMILAR

SL SLOPE

MAX.

MIN.

MAXIMUM

MINIMUM

N.T.S.

OSB

NOT TO SCALE

ORIENTED STRAND BOARD

D.

DBL.

DIAG.

DEEP or DEPTH

DOUBLE

DIAGONAL

EMB. EMBED or EMBEDMENT

W. WIDE or WIDTH

STIFF. STIFFENER

REF. REFERENCE

PROJ. PROJECTION

EQ. EQUAL

SPA. SPACE

B.E.J. BUILDING EXPANSION JOINT

G.C. GENERAL CONTRACTOR

F.L. FULL LENGTH

ga GAGE

ADJ. ADJACENT

BRG. BEARING

REVISIONREV.

C.J.P. COMPLETE JOINT PENETRATION

LSH

LSV

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

EQUIV. EQUIVALENT

LONG LEG VERTICALLLV

SHORT LEG OUTSTANDINGSLO

POWDER ACTUATED FASTENERPAF

STEEL JOIST INSTITUTES.J.I.

PRE-ENGINEERED BUILDINGPEB

S.D.I. STEEL DECK INSTITUTE

E.O. EDGE OF

CONN. CONNECT or CONNECTION

P.T. PRESSURE TREATED

MASONRYMAS.

STRUCTURAL STEEL

ARCHITECTURALLY EXPOSEDAESS

SEISMIC EXPANSION JOINTS.E.J.

A.R. ANCHOR ROD

DECK ASSEMBLY

SLOPED INTEGRAL ROOFS.I.R.D.A.

POST-TENSIONEDP/T

POUNDS PER LINEAR FOOTPLF

OPP. OPPOSITE

SQUARESQ.

STRUCTURAL ABBREVIATION LIST:

SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE

NONPRESTRESSED CONCRETE MEMBERS

CONCRETE EXPOSURE MEMBER REINFORCEMENT

SPECIFIED

COVER (IN.)

CAST AGAINST AND

PERMANENTLY IN

CONTACT WITH GROUND

ALL ALL 3

EXPOSED TO WEATHER

OR IN CONTACT

WITH GROUND

ALL

#6 THROUGH #18 BARS 2

#5 BAR, W31 OR

S31 WIRE AND

SMALLER

1 1/2

#14 AND #18 BARS 1 1/2

#11 BAR AND SMALLER 3/4

BEAMS, COLUMNS,

PEDESTALS AND

TENSION TIES

PRIMARY REINFORCEMENT,

STIRRUPS, TIES, SPIRALS

AND HOOPS

1 1/2

SLABS, JOISTS

AND WALLSNOT EXPOSED TO

WEATHER OR

IN CONTACT WITH

GROUND

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

BAR

SIZE

Fy =

60 KSI

TENSION BARS COMP. BARS

f'c = 3000 PSI f'c = 4000 PSI f'c = 5000 PSI f'c = ALL

REGULAR

CLASS

A

TOP

CLASS

B A B

REGULAR

CLASS

A B

REGULAR

CLASS

A B

TOP

CLASS

A B

TOP

CLASS

A B

17" 22" 22" 28" 15" 19" 13" 17"19" 25" 17" 22"#3 12"

22" 29" 29" 38" 19" 25" 17" 23"25" 33" 23" 29"#4 15"

28" 36" 36" 47" 24" 31" 22" 28"31" 41" 28" 36"#5 19"

33" 43" 43" 56" 29" 37" 26" 34"37" 49" 34" 44"#6 23"

48" 63" 63" 81" 42" 54" 38" 49"54" 71" 49" 63"#7 27"

55" 72" 72" 93" 48" 62" 43" 56"62" 81" 56" 72"#8 30"

62" 81" 81" 105" 54" 70" 48" 63"70" 91" 63" 81"#9 34"

70" 91" 91" 118" 61" 79" 54" 71"79" 102" 71" 92"#10 39"

78" 101" 101" 131" 67" 87" 60" 78"87" 114" 78" 102"#11 43"

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE NOTES:

1. THESE NOTES SHALL BE USED FOR ALL SPLICES, UNLESS NOTED OTHERWISE ON DRAWINGS.

2. TOP BARS ARE HORIZONTAL BARS, SPLICED SO THAT 12" OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE

REINFORCING BAR.

3. CLASS A SPLICES MAY BE USED ONLY WHEN 50% OR LESS OF THE BARS ARE SPLICED WITHIN THE LAP SPLICE LENGTH.

4. CLASS B SPLICES SHALL BE USED FOR ALL SPLICES IN SLABS, BEAMS, JOISTS, WALLS, MOMENT RESISTING COLUMNS, AND JAMB

COLUMNS, UNLESS THEY MEET THE REQUIREMENTS OF NOTE #2 ABOVE.

5. TIES AND STIRRUPS SHALL NOT BE SPLICED.

6. FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS SHALL BE MULTIPLIED BY 13.

7. THE BAR LAP SPLICE LENGTHS SHALL BE MULTIPLIED BY 1.5 WHEN EITHER OF THE FOLLOWING IS TRUE:

A. CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN ONE BAR DIAMETER, CLEAR COVER IS LESS THAN ONE BAR DIAMETER AND STIRRUPS OR TIES ALONG THE LENGTH OF THE SPLICE ARE LESS THAN THE CODE MINIMUM.

B. CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN 2 BAR DIAMETERS AND CLEAR COVER IS LESS THAN ONE BAR

DIAMETER.

f'c = 3500 PSI

REGULAR

CLASS

A

TOP

CLASS

B A B

16" 21" 21" 26"

21" 27" 27" 36"

26" 34" 34" 44"

31" 40" 40" 52"

45" 59" 59" 75"

51" 67" 67" 87"

58" 75" 75" 98"

65" 85" 85" 110"

73" 94" 94" 122"

RRMM

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1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

F*T

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SHEET

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1 2 3 4 5 6

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SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

P: 804.464.4111

RICHMOND, VIRGINIA 23294

2821 EMERYWOOD PARKWAY SUITE 300

21.374-F

09/01/2026

IF

B

-0

(E ) H

SS8x 8x1

/4

(E ) H

SS8x 8x1

/4

(E ) H

SS8x 8x1

/4

(E ) H

SS8x 8x1

/4

(E ) H

SS8x 8x1

/4

(E) HSS8x8x1/4

(E ) H

SS8x 8x1

/4

(E ) H

SS8x8 x1

/4

(E ) H

SS8x 8x1

/4

(E ) H

SS8x 8x1

/4

(E) CF5.5

(E) CF6.5 (E) CF6.5 (E) CF6.5 (E) CF6.5

(E) CF4.0

(E) CF5.5

(E) CF5.5 (E) CF5.5

(E) CF5.5

(E) WF1.5

(E

W

F 2.

(E) WF1.5

(E) WF2.0

(E

W F

1.

(E

W F

1.

EXISTING CMU

WALL (TYP.)

EXISTING WALL

FOOTING (TYP.)

(-1 '-4

(-0 '-8

(-0 '-8

(-1 '-4

NOTE F1 (TYP.)

(-2'-0"±)

NOTES F3

AND F4

(-2'-0"±)

(-2 '-0"±)

(-1 '-4"±)

(-0 '-8"±)

(-2'-0"±)

(-1'-4"±)

(-0'-8"±)

NOTE F5

NOTE F5

B

C

1 2 3 4 5

(E) TS

NOTE F2

CJ

1' -6

/2

'-4

1'-6 1/2" ± 26'-4" ± 26'-4" ± 26'-4" ± 26'-4" ±

1'-0" ± 2'-0 3/4" ±

22'-0" ±

S-301

1.1

B2

B1

11'-11 3/16" ±

6' -1

3/

4"

3' -1

/8

(-2'-0"±) (-2

'-0

(-2 '-0

(-0'-8"±) (-0'-8"±)

(-0 '-8

NOTES F3

AND F4

NOTES F3

AND F4

NOTES F3

AND F4

NOTE F7

A

A

FOUNDATION PLAN NOTES :

F1. EXISTING FIRST FLOOR IS A 5"± THICK CONCRETE SLAB-ON-GRADE,

REINFORCED WITH W.W.F. 6x6-W2.1xW2.1 SET 1"± CLEAR FROM TOP OF

SLAB, OVER 6 MIL. VAPOR BARRIER, OVER 4"± DEPTH OF POROUS FILL.

F2. FIRST FLOOR MUST BE A 5" THICK FIBER REINFORCED CONCRETE SLAB-

ON-GRADE, OVER 15 MIL. VAPOR RETARDER MINIMUM, OVER 4" DEPTH OF

POROUS FILL. FIBERS MUST BE FIBRALLATED SYNTHETIC MACROFIBERS

AT A DOSAGE RATE OF 3 POUNDS PER CUBIC YARD.

F3. GENERAL CUTTING AND PATCHING OF THE EXISTING SLAB IS PARTIALLY

INDICATED. SEE THE ARCHITECTURAL, MECHANICAL AND PLUMBING

DRAWINGS FOR ADDITIONAL REQUIREMENTS. PATCH EXISTING SLAB AS

SHOWN IN 'TYPICAL DETAIL OF REMOVAL AND REPAIR OF EXISTING SLAB-

ON-GRADE' ON SHEET S-501.

F4. SEE THE ARCHITECTURAL DRAWINGS FOR MASONRY WALL DEMOLITION.

EXTEND WALL DEMOLITION APPROXIMATELY 8" BELOW EXISTING FLOOR

AT DOOR OPENINGS AND FILL SOLID WITH CONCRETE FROM THE TOP OF

REMAINING WALL LEVEL WITH EXISTING SLAB.

F5. OVERHEAD COILING DOOR POST. PROVIDE HSS4x4x3/8 POST. SEE THE

ARCHITECTURAL DRAWINGS FOR DETAILS, LOCATION AND ADDITIONAL

INFORMATION.

F6. FOR THE OVERHEAD DOORS, THE GENERAL CONTRACTOR MUST CONFIRM

PROVIDED STRUCTURE IS ACCEPTABLE TO SELECTED MANUFACTURER

PRIOR TO STEEL FABRICATION AND INSTALLATION.

F7. INFILL CMU – SEE ARCHITECTURAL DRAWINGS. NEW CMU SHALL MATCH

EXISTING CMU SIZE AND SHALL BE TOOTHED INTO EXISTING MASONRY.

FOUNDATION PLAN LEGEND :

(E) WFX.X = EXISTING WALL FOOTING MARK - SEE SCHEDULE

ON THIS SHEET

(E) CFX.X = EXISTING COLUMN FOOTING MARK - SEE SCHEDULE

ON THIS SHEET

(E) SF = EXISTING STEPPED FOOTING

X = COLUMN GRID MARK

± = APPROXIMATE DIMENSION OR ELEVATION

(FIELD VERIFY)

(E) = EXISTING

± = EXISTING DIMENSION OR ELEVATION

(FIELD VERIFY)

= TOP OF EXISTING FOUNDATION ELEVATION -

MEASURED FROM REFERENCE ELEVATION 0'-0"

(-X'-X"±)

= EXISTING COLUMN GRID MARKX

CJ = SLAB-ON-GRADE CONTROL JOINT - SEE

TYPICAL DETAIL ON SHEET S-501

(E) TS = EXISTING THICKENED SLAB

= CHANGE IN EXISTING SLAB ELEVATION

AREA OF

WORK

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1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

F*T

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1/4" = 1'-0"

PARTIAL FOUNDATION PLAN

PLAN NORTH

THE INFORMATION REGARDING THE EXISTING CONSTRUCTION WAS OBTAINED FROM THE

RECORD DRAWINGS PREPARED BY RANCORN WILDMAN KRAUSE ARCHITECTS DATED

MARCH 16, 1979. ALL INFORMATION SPECIFYING EXISTING CONDITIONS MUST BE VERIFIED BY

THE GENERAL CONTRACTOR. THE AFOREMENTIONED DRAWINGS WILL BE MADE AVAILABLE

TO THE CONTRACTOR UPON REQUEST.

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

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P: 804.464.4111

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2821 EMERYWOOD PARKWAY SUITE 300

21.374-FNOT TO SCALE

KEY PLAN

09/01/2026

IF

B

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E

H

(E) W18x40 (E) W16x31 (E) W16x31 (E) W16x31

(E) W16x26(E) W16x26(E) W16x26(E) W16x31

B

C

1 2 3 4 5

L4

+16'-8"±

+15'-0"±

NOTE F

NOTE C (TYP.)

NOTE F

N O

T E

F

B

L-

NOTE E

NOTE E

1.1

B2

B1

N O

T E

D

L4

B

FRAMING PLAN NOTES :

A. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN..

B.. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEET S-001.

C. MASONRY WALL OPENING. SEE THE ARCHITECTURAL DRAWINGS FOR

SIZE, LOCATION AND DETAILS. FOR REQUIRED LINTELS SEE 'TYPICAL

DETAILS ON SHEET S-501.

D. HSS8x4x3/8 (LSV) BEAM SPANNING OVER AND SUPPORTING OVERHEAD

COILING DOOR. COORDINATE STEEL BEAM AND POST LOCATIONS WITH

THE ARCHITECTURAL DRAWINGS AND EXISTING DOOR.

E. EXISTING 1 1/2" x 22 GAGE ± ROOF STEEL DECK.

F. SEE 'TYPICAL SUPPORT DETAIL FOR MASONRY WALL AT NEW DOOR

OPENINGS' ON SHEET S-501.

FRAMING PLAN LEGEND :

+XX'-XX"± = EXISTING JOIST BEARING ELEVATION (J.B.E) -

MEASURED FROM REFERENCE ELEVATION 0'-0"±

± = APPROXIMATE DIMENSION OR ELEVATION

(FIELD VERIFY)

(E) = EXISTING

± = EXISTING DIMENSION OR ELEVATION

(FIELD VERIFY)

L-X = LINTEL MARK - SEE DETAIL ON SHEET S-501

= EXISTING CANTILEVER BEAM TO COLUMN CONNECTION

= CHANGE IN EXISTING ROOF ELEVATION

= L2x2x1/4 CROSS BRACING

= EXISTING COLUMN GRID MARKX

L4 = L4x4x1/4

X = SPECIAL CONNECTION MARK - SEE DETAIL

ON SHEET S-501

AREA OF

WORK

RRMM

ARCHITECTS, PC

1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

F*T

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1/4" = 1'-0"

ROOF FRAMING PLAN

PLAN NORTH

THE INFORMATION REGARDING THE EXISTING CONSTRUCTION WAS OBTAINED FROM THE

RECORD DRAWINGS PREPARED BY RANCORN WILDMAN KRAUSE ARCHITECTS DATED

MARCH 16, 1979. ALL INFORMATION SPECIFYING EXISTING CONDITIONS MUST BE VERIFIED BY

THE GENERAL CONTRACTOR. THE AFOREMENTIONED DRAWINGS WILL BE MADE AVAILABLE

TO THE CONTRACTOR UPON REQUEST.

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

P: 804.464.4111

RICHMOND, VIRGINIA 23294

2821 EMERYWOOD PARKWAY SUITE 300

21.374-F

NOT TO SCALE

KEY PLAN

09/01/2026

IF

B

EXISTING WALL BEYOND

SLOPE EXTERIOR

PORTION OF SLAB

TO DRAIN

SEE THE ARCH. DWGS.

EXTERIOR SLAB -

SEE THE CIVIL DWGS.

EXISTING CMU (TYP.)

EXISTING FOOTING

SEE 'TYPICAL DETAIL

OF ADDED SLAB

REINFORCING AT

EXTERIOR DOORS'

ON SHEET S-501

EXISTING BRICK

VENEER

VAPOR BARRIER

POROUS FILL

EXISTING

VAPOR BARRIER

EXISTING POROUS FILL

EXISTING SLAB-ON-GRADE

SEE 'TYPICAL REPAIR AND

REMOVE OF EXISTING

SLAB-ON-GRADE DETAIL'

ON SHEET S-501CONT. GALV. L2x2x1/4

WITH 1/2"Ø x 4" LONG

HEADED STUDS SPACED

AT 24"o/c

OVERHEAD DOOR -

SEE THE ARCH. DWGS.

FOR EXACT SIZE

AND LOCATION

SEE THE ARCH.DWGS.

8"

FILL SOLID WITH

GROUT BELOW FLOOR

8"

CONT. BOND BREAKER

RRMM

ARCHITECTS, PC

1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

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3/4" = 1'-0"S-301

SECTION1

09/01/2026

IF

B

1/

2"

1/ 2"

2" 2"

3"3"

A

1/4

1/4

1/4

1/4

B

1/4

TYP.

1'-2"± 1'-2"±

EXISTING CMU

WALL

(E) 8"± CMU (E) 8"± CMU (E) 8"± CMU (E) 10"± CMU

EXISTING VENEER

MASONRY

(E) 10"± CMUEXISTING VENEER

MASONRY

EXISTING STEEL

ROOF DECK

EXISTING JOIST (TYP.)

DOOR OPENING WIDTH -

8" MIN.

BEARING (TYP.)

3/4" MAX.

TYPICAL SUPPORT DETAIL FOR MASONRY WALL AT NEW INTERIOR DOOR OPENINGS TYPICAL DETAIL AT NEW LOUVERS IN EXISTING WALL TYPICAL L-1 LINTEL DETAIL

SPECIAL CONNECTIONS

TYPE TYPE

OPENING

NOT TO SCALE

L3-1/2x3-1/2x3/8

OPENINGS LESS THAN 4'-0"

SEE THE ARCH. DWGS.

OPENINGS 4'-0" TO 6'-8"

L5x3-1/2x3/8 (LLV)

OPENINGS 6'-9" TO 7'-5"

L6x3-1/2x3/8 (LLV)

NOT TO SCALE

VENEER MASONRY -

SEE THE ARCH. DWGS.

GALV. L3 1/2x3 1/2x3/8

GALV. L7x4x3/8 (LSH)

NOTE:

THIS DETAIL APPLIES TO

LOUVER OPENINGS LESS

THAN 2'-0" WIDE.

COORDINATE LOUVER

LOCATION WITH THE

ARCHITECTURAL AND

MECHANICAL DRAWINGS.

NOT TO SCALE

VENEER MASONRY -

SEE THE ARCH. DWGS.

SHORING BEAM - SEE

GENERAL NOTE #4 ON

SHEET S-001

GAVL. W8x28

GALV. BOTTOM PL5/15 -

LENGTH OF PLATE = WIDTH

OF MASONRY OPENING

MINUS 1 1/2" (3/4" CLEAR

EACH END)

1/2"Ø x 4" LONG HEADED STUDS AT 24"o/c - FILL

CELLS SOLID WITH GROUT

AT STUDS

NOT TO SCALE

L2 1/2x2 1/2x1/4

CROSS BRACING -

SEE PLAN; PROVIDE

1/4" GUSSET PLATE

CONNECTIONS

L4x4x1/4 - FIELD WELD

TO EXISTING JOIST

BOTTOM CHORD EACH END

CAP PL1/4

POST - SEE PLAN

BEAM - SEE PLAN

BOTTOM OF STEEL - COORDINATE

WITH EXISTING DOOR AND

MANUFACTURER REQUIREMENTS

SEE 'TYPICAL DETAIL

AT CONCENTRATED

LOADS ON EXISTING

JOISTS' ON THIS SHEET

PL3/4x11x6 w/

2 - 1/2" DIA. HAS U 55

THREADED RODS w/

HILTI HIT-HY 200 V3

ADHESIVE (EMB. = 3 1/2" MIN.)

EXISTING 5"± THICK

CONCRETE SLAB-

ON-GRADE (FIELD

VERIFY THICKNESS)

REMOVAL AND REPAIR OF EXISTING SLAB-ON-GRADE

CLEAN SURFACE OF EXISTING SLAB

AND PAINT WITH BONDING COMPOUND

PRIOR TO PLACING NEW CONCRETE

NEW 5" MINIMUM CONC. SLAB-ON-GRADE -

MATCH THICKNESS OF EXISTING SLAB

SURFACE OF EXISTING SLAB

SHALL BE SQUARE AND SOUND

SAW-CUT 1" DEEP AT

PERIMETER OF AREA

TO BE REMOVED

AND BREAK OUT

EXISTING SLAB

EXISTING SLAB NEW SLAB

#4 x 1'-4" AT 12"o/c - DOWEL INTO

EXISTING SLAB (6" EMB.) USING

HILTI HY 200 SYSTEM (OR EQUIV.)

E Q

E

Q

MIN.

0'-8"

SIZE TO SUIT

MASONRY OPENING -

EXISTING CMU WALL

BRG. PL1/4x7x7 WITH 1/2"Ø X 4"LG.

HEADED STUD SET AND LEVELED

IN A FULLY GROUTED BLOCK CELL

3/16 2

STEEL BEAM LINTEL

BOTTOM PLATE AND

MASONRY INFILL

(WHERE SHOWN)

REMOVE EXISTING MASONRY AT

JAMBS AND "TOOTH" IN WITH NEW

CMU AS SHOWN

GROUT CELLS SOLID THREE

COURSES BELOW BEAM BEARING

PARALLEL TO WALLCONTROL JOINT (CJ)

CONTRACTOR HAS THE OPTION TO FORM

CONTROL JOINTS USING PREMOLDED PLASTIC,

HARDBOARD OR FIBERBOARD STRIPS.

SLAB-ON-GRADE

CL SAW-CUT JOINT

SAW-CUT DEPTH =

ONE-QUARTER OF

SLAB THICKNESS 'T'

VAPOR RETARDER

(WHERE OCCURS) -

SEE PLAN

SAW-CUT WIDTH = 1/8"

PLAN VIEW AT ADDED SLAB REINFORCING

AT EXTERIOR DOORS

E X

T E

R

IO

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A

LL

S E

E O

T H

E R

D

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A

IL

S

SEE THE

ARCH. DWGS.

2" CLR.

#4 CONT.

MIDDLE

OF SLAB

BOND BREAKER

(TYP.)

SLAB-ON-GRADE #4 WITH STD. 180°

HK. MIDDLE OF

SLAB, EACH SIDE

OF OPENING

#4 A

T

6" o/ c T

W

IT

H S

T D

. 1

H

K

2" C

LR

(T

YP.)

"24

APPLIED

LOAD

NOTE 3

3/16

EXISTING JOIST

TOP CHORD

HANGING LOAD

(NOTE 2)

EXISTING JOIST

BOTTOM CHORD

4" MAX.

PANEL POINT

WASHER

PL3/16x2 SQ.

NOTE 1

NOTE 2

AT PANEL POINTSBETWEEN PANEL POINTS

4" MAX.

NOTE 1

WASHER

PL3/16x2 SQ.

ADDED ANGLES

(SEE NOTE 3)

NOTE 2

NOTES:

1. HANGER RODS - SEE THE ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS.

2. POSITION HANGER RODS ON JOIST CENTERLINE BETWEEN BOTTOM CHORD ANGLES. "C" CLAMP

CONNECTIONS ARE NOT ALLOWED.

3. WHERE CONCENTRATED LOADS ARE APPLIED TO TOP CHORDS OR HUNG FROM BOTTOM CHORDS

BETWEEN PANEL POINTS REINFORCE EXISTING JOIST WITH DOUBLE L2x2x1/4.

NOTE:

THIS DETAIL IS FOR ALL LOADS

WHICH EXCEED 100 POUNDS

L2x2x1/4 - LOCATE

AT TOP CHORD

PANEL POINTS

3/16 1

TYP.

BRACE AS FOLLOWS:

L2x2x1/4 FOR MAX. LENGTH = 6'-0" L3x3x1/4 FOR MAX. LENGTH = 9'-0"

NOTE:

LOCATE SUPPORT

FRAMES AT EACH

JOIST OR SPACED

AT 6'-0"o/c MAX.

PARALLEL TO EXISTING JOISTS

PARTITIONS STOPPING BELOW EXISTING JOISTS

RRMM

ARCHITECTS, PC

1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

F*T

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NOT TO SCALE

TYPICAL SLAB-ON-GRADE DETAILS

3/4" = 1'-0"

TYPICAL STEEL BEAM BEARING ON EXISTING MASONRY DETAIL

THE INFORMATION REGARDING THE EXISTING CONSTRUCTION WAS OBTAINED FROM THE

RECORD DRAWINGS PREPARED BY RANCORN WILDMAN KRAUSE ARCHITECTS DATED

MARCH 16, 1979 AND BY FIELD INVESTIGATION. ALL INFORMATION SPECIFYING EXISTING

CONDITIONS MUST BE VERIFIED BY THE GENERAL CONTRACTOR. THE AFOREMENTIONED

DRAWINGS WILL BE MADE AVAILABLE TO THE CONTRACTOR UPON REQUEST.

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

P: 804.464.4111

RICHMOND, VIRGINIA 23294

2821 EMERYWOOD PARKWAY SUITE 300

21.374-F

3/4" = 1'-0"

TYPICAL DETAIL AT CONCENTRATED LOADS ON EXISTING JOISTS

3/4" = 1'-0"

TYPICAL NON-BEARING MASONRY PARTITION DETAIL

09/01/2026

IF

B

WD

W D

PROJECT BASIC DESCRIPTION

THE PROJECT INCLUDES THE INTERIOR RENOVATION/EXPANSION OF A 3,574 SF SPACE WITHIN AN EXISTING BUILDING. THE SPACE IS ONE (1) STORY AND WILL CONSIST OF A WELDING LAB, A

CLASSROOM, A STORAGE SPACE, AND MENS/WOMENS LOCKER ROOMS. DESIGN OCCUPANT LOAD

IS 73. THE CODE OCCUPANT LOAD IS 80 MAX. ALL EGRESS COMPONENTS ARE BASED OFF OF THIS

MAXIMUM CODE DERIVED OCCUPANT LOAD.

A. APPLICABLE CODES

ORIGINAL 1975 VIRGINIA STATEWIDE BUILDING CODE

1. BUILDING CODES: 2021 VIRGINIA CONSTRUCTION CODE (VCC)

2021 VIRGINIA MECHANICAL CODE (VMC)

2021 VIRGINIA PLUMBING CODE (VPC)

2021 VIRGINIA EXISTING BUILDING CODE (VEBC)

2023 NFPA 70 NATIONAL ELECTRICAL CODE (NEC)

2021 VIRGINIA STATEWIDE FIRE PREVENTION CODE

2020 NFPA 70

2. ACCESSIBILITY CODE: 2021 VCC AND 2017 ICC/ANSI 117.1

2010 ADA STANDARDS FOR ACCESSIBLE DESIGN - SEPT 15, 2010

3. ZONING ORDINANCE FOR COUNTY OF ISLE OF WIGHT, VA

4. OTHER STANDARDS: 2021 GUIDELINES FOR SCHOOL FACILITIES IN VIRGINIA'S PUBLIC

SCHOOLS

B. GROSS BUILDING AREAS

ALTERATION AREA: 3,574 SF

C. BUILDING OCCUPANCY AND CONSTRUCTION TYPE

1. PER 2021 VCC 305.1 BUILDING USE CLASSIFICATION: OCCUPANCY GROUP E "EDUCATIONAL"

2. PER 2021 VCC 602.2.2 CONSTRUCTION TYPE: TYPE IIB UNPROTECTED (SPRINKLERED)

D. FIRE PROTECTION SYSTEMS

1. BUILDING IS NOT SPRINKLERED

2. FIRE EXTINGUISHER PER 2021 VCC 906.1

E. FIRE RESISTANCE RATING REQUIREMENTS

PER 2021 VCC TABLE 601

EXTERIOR BEARING WALLS 0 HR.

EXTERIOR NON-BEARING WALLS 0 HR.

INTERIOR BEARING WALLS 0 HR.

INTERIOR NON-BEARING WALLS 0 HR.

STRUCTURAL FRAME 0 HR.

FLOOR/CEILING CONSTRUCTION 0 HR.

ROOF/CEILING CONSTRUCTION 0 HR

EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE (PER 2021 VCC TABLE 705.5):

LESS THAN 10' 1 HR

GREATER OR EQUAL TO 10' 0 HR

F. AREA ALLOWANCE PER OCCUPANT (PER 2021 VCC TABLE 1004.5)

1. EDUCATIONAL SHOP AND VOCATIONAL 50 SF NET

2. STORAGE AREAS 300 SF GROSS

3. EDUCATIONAL CLASSROOM AREAS 20 SF NET

4. LOCKER ROOMS 50 SF GROSS

G. MEANS OF EGRESS

PER 2021 VCC 1005.3.1 EGRESS WIDTH PER OCCUPANT (WITHOUT SPRINKLER SYSTEM)

STAIRWAYS: 0.3 PER OCCUPANT

OTHER EGRESS COMPONENTS 0.2 PER OCCUPANT

PER 2021 VCC TABLE 1006.3.3 MINIMUM NUMBER OF EXITS OR ACCESS TO EXITS PER

STORY:

1-500 OCCUPANT LOAD / MINIMUM NUMBER OF EXITS: 2

PER 2021 VCC TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCE:

OCCUPANCY GROUP E, 200’ WITHOUT SPRINKLER

THE OCCUPANT LOAD PERMITTED IN ANY BUILDING, OR PORTION THEREOF, IS PERMITTED

TO BE INCREASED FROM THAT NUMBER ESTABLISHED FOR THE OCCUPANCIES IN TABLE

1004.5, PROVIDED THAT ALL OTHER REQUIREMENTS OF THE CODE ARE MET BASED ON

SUCH MODIFIED NUMBER AND THE OCCUPANT LOAD DOES NOT EXCEED ONE OCCUPANT

PER 7 SQUARE FEET (0.65 m2) OF OCCUPIABLE FLOOR SPACE.

DESIGN OCCUPANCY 73 OCCUPANTS

CODE OCCUPANCY 80 OCCUPANTS

EGRESS CAPACITY REQUIRED 16.2"

PROVIDED 108"

H. PLUMBING FIXTURES:

EMERGENCY EYEWASH STATIONS SHALL BE INSTALLED PER 2021 VPC 411 AND CONFORM

TO ISEA Z358.1 MEETING OSHA SAFETY STANDARDS

SMITHFIELD HIGH SCHOOL BUILDING CODE DESIGN SUPPORTING DATA

384 SF

NEW

WELDING

STORAGE

B104 1/ 1

2062 SF

NEW

WELDING

LAB

B102 42/ 37

106 SF

WOMEN'S

LOCKER

RM

B106 2/ 1

582 SF

WELDING

CLASSROOM

B111 29/ 29

(71'-0")

(46'-0")

0 50

FE

FE

(39'-0")

(70'-0")

106 SF

MEN'S

LOCKER

RM

B107 2/ 1

THIS AREA NOT IN

CONTRACT

3 1

FE

215 SF

WORKROOM

B100 4/ 4

0 4

(28'-0")

FE

FE

THIS AREA NOT IN

CONTRACT

SEE PLUMBING AND

ELECTRICAL DRAWINGS FOR

WORK THIS AREA

FE

FE

LIFE SAFETY KEY NOTES

EXISTING FIRE EXTINGUISHER

EXISTING EMERGENCY EYEWASH STATION

EXISTING STAIR LEADS TO EXISTING UNOCCUPIED EQUIPMENT PLATFORM

NEW FIRE EXTINGUISHER. MOUNT SO HANDLE IS WITHIN 48" OF REACH OR LESS

NEW EMERGENCY EYEWASH STATION

(APPLIES TO THIS SHEET ONLY)

LIFE SAFETY PLAN LEGEND

APPROXIMATE MAXIMUM TRAVEL DISTANCE

FE WALL MOUNTED FIRE EXTINGUISHER- REF SPECIFICATIONS

48/26

DESIGN OCCUPANCY

CODE OCCUPANCY

EGRESS CAPACITY IN PERSONS FOR OPENING SHOWN

CALCULATED OCCUPANCY LOAD AT EXIT LOCATION

EXISTING BUILDING

Lic. No. 10748

JEFFREY A HARRIS

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1317 Executive Blvd, Suite 200

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0' 16' 32' 48'

1/32" = 1'-0"

0' 8' 16' 24'

1/16" = 1'-0"

4' 0' 4' 8' 16'

3/32 = 1'-0"

0' 4' 8' 12'

1/8" = 1'-0"

0' 2' 4' 6'

1/4" = 1'-0"

0' 1' 2' 4'

3/8" = 1'-0"

3' 0' 1' 2' 3'

1/2" = 1'-0"

6" 0' 1' 2'

3/4" = 1'-0"

6" 0' 6" 1' 1.5'

1" = 1'-0"

3" 9" 0' 3" 6" 1'

1 1/2" = 1'-0"

9" 0' 2" 4" 6"

3" = 1'-0"

5"3"1" 0' 1" 2" 3"

6" = 1'-0"

0' 1" 1.5"

12" = 1'-0"

D

C

B

A

E

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SCALE:LS101 1/8" = 1'-0"

A1 LIFE SAFETY FLOOR PLAN

/4

TYP

TYP

2'

8" ±

4' - 0" ±

5' - 5 3/8" ±

14' - 6 1/4" ±

7'

1'

SEE PLUMBING AND

ELECTRICAL DRAWINGS FOR

WORK THIS AREA

/2

23 23

11' - 0"

/4

9' - 1" ±

3' - 9" ±

4' - 3" ±

10' - 0" ±

12' - 6 1/8" ±

DEMOLITION KEY NOTES

1 REMOVE ISLAND AND PATCH/REPAIR/PREP CONC SLAB TO MATCH EXISTING ADJACENT

REMOVE HOLLOW METAL FRAME, DOOR AND HARDWARE COMPLETE. PREPARE OPENING FOR

INSTALLATION OF NEW CMU TO MATCH EXIST ADJACENT TO REMAIN.

REMOVE EXISTING STUD WALL INCLUDING DOOR & FRAME WITHIN PARTITION COMPLETE. PATCH, REPAIR & PREP CONC SLAB FOR NEW FINISH. PATCH INTERSECTION AT WALLS TO REMAIN.

REMOVE RUBBER BASE COMPLETE AND PREP FOR NEW BASE INSTALLATION.

SAWCUT AND REMOVE PORTION OF EXISTING EXTERIOR BRICK VENEER AND CMU WALL TO THE

APPROXIMATE EXTENT AS INDICATED AND AS REQUIRED FOR INSTALLATION OF NEW OVERHEAD

DOOR AS INDICATED IN SECTIONS & DETAILS - REMOVE WALL DOWN TO 8" BELOW FINISH FLOOR.

SAWCUT AND REMOVE PORTION OF EXISTING CMU & BRICK VENEER WALL TO ALLOW FOR NEW

WORK. SALVAGE BRICK VENEER. PREPARE OPENING FOR INSTALLATION OF NEW OVERHEAD DOOR

SYSTEM.

REMOVE AND SALVAGE EXISTING TACKBOARD, TACKSTRIP COMPLETE. TURN OVER TO OWNER FOR

REUSE PATCH/REPAIR/PREP DAMAGED WALL AREAS.

CAREFULLY REMOVE AND SALVAGE EXISTING STOREFRONT SYSTEM COMPLETE INCLUDING GLAZING

FRAME, DOOR AND HARDWARE AND TURN OVER TO OWNER FOR FUTURE USE. PATCH AND REPAIR

ANY DAMAGE TO EXISTING WALLS AND FLOOR SLAB TO REMAIN & PREPARE TO RECEIVE NEW WORK.

EXISTING STEEL STAIR TO REMAIN

(APPLIES TO THIS SHEET ONLY)

REMOVE EXISTING STUD FRAMED PARTITION COMPLETE. PATCH & REPAIR CONC SLAB. PATCH

INTERSECTION AT WALLS TO REMAIN.

REMOVE EXISTING DOOR AND HARDWARE COMPLETE. TURN OVER TO OWNER. EXISTING DOOR

FRAME TO REMAIN. REPAIR ANY DAMAGE TO FRAME & PREPARE TO RECEIVE NEW DOOR AND PAINT.

REMOVE EXISTING CUBBIES/FURNITURE AND TURN OVER TO OWNER.

SAWCUT AND REMOVE PORTION OF EXIST CMU WALL TO THE EXTENT INDICATED AND 8" BELOW SLAB.

PATCH & REPAIR CONC SLAB. PATCH INTERSECTION AT WALLS TO REMAIN.

REMOVE EXISTING CARPET, MASTIC AND TRANSITION STRIP COMPLETE. PATCH/REPAIR CONCRETE AS

NEEDED TO RECEIVE NEW FLOOR FINISH.

REMOVE EXISTING SURFACE MOUNTED PLYWOOD BLOCKING. PATCH/REPAIR/PREP WALL FOR NEW

FINISH.

SAWCUT AND REMOVE PORTION OF EXISTING WALL INCLUDING DOOR AND FRAME TO ALLOW FOR

NEW WORK. PREPARE OPENING FOR INSTALLATION OF NEW LINTEL, DOOR AND FRAME (COORDINATE

WITH DOOR SCHEDULE)

REMOVE EXIST VCT AND MASTIC COMPLETE TO EXTENT INDICATED. PATCH/ REPAIR CONCRETE AS

NEEDED TO RECEIVE NEW FLOOR FINISH.

PREPARE EXISTING EPOXY PAINTED FLOOR TO RECEIVE NEW FINISH COAT. EXTENT AS INDICATED BY

HATCHING. REFER TO DEMO HATCH LEGEND.

19 REMOVE SMALL PORTION OF WALL AS REQUIRED FOR SANITARY CONNECTION OF EYEWASH. REF

PLUMBING DWGS FOR ADDITIONAL INFORMATION.

EXISTING FLOOR FINISH TO REMAIN

REMOVE EXISTING CONCRETE SIDEWALK TO APPROXIMATE EXTENTS INDICATED. PREPARE GRADE

TO RECEIVE NEW CONCRETE PAVEMENT

REMOVE EXISTING CONCRETE CURB TO APPROXIMATE EXTENTS INDICATED. COORDINATE EXTENTS

WITH NEW CONCRETE PAVEMENT

PREPARE AREA TO RECEIVE NEW CONCRETE PAVEMENT. COORDINATE EXTENTS WITH DETAIL

SAWCUT & REMOVE EXISTING CONCRETE FLOOR SLAB AS REQUIRED FOR UNDER SLAB PLUMBING

WORK - APPROXIMATE EXTENT AS INDICATED - REF PLUMB FOR ADDITIONAL INFORMATION

REMOVE RUBBER BASE COMPLETE TO EXTENT INDICATED AND PREP FOR NEW BASE INSTALLATION

B5 / A-10123

EXISTING WALL AND/OR

DOOR TO BE DEMOLISHED

OR REMOVED

EXISTING WINDOW TO BE

REMOVED

EXISTING WALL, WINDOW,

AND/OR DOOR TO REMAIN

A. REFER TO STRUCTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL DEMOLITION

INFORMATION

B. PLAN DIMENSIONS FOR EXISTING CONDITIONS ARE TO FACE OF MASONRY, FACE OF DEMOUNTABLE PARTITION, OR CENTERLINE OF STRUCTURAL FRAMING, UNLESS OTHERWISE NOTED. THICKNESS OF MASONRY BASED ON NOMINAL SIZES. ALL DIMENSIONS SHOWN FOR EXISTING CONSTRUCTION ARE APPROXIMATE: FIELD VERIFY ALL DIMENSIONS.

C. ALL DEMOLITION WORK NOTED ON THESE DRAWINGS INVOLVE THE REMOVAL OF EXISTING CONSTRUCTION UNDER THE BASE CONTRACT, AND SHALL BE COORDINATED WITH CORRESPONDING NEW WORK FLOOR PLANS AND DETAILS. REMOVE EXISTING CONSTRUCTION AS INDICATED FOR FINISH CONSTRUCTION AND NEW WORK TO CONFORM TO DETAILS.

D. DETAILS OF EXISTING CONDITIONS: ACTUAL FIELD CONDITIONS WHICH ARE CONCEALED BY EXISTING CONSTRUCTION MAY VARY SOMEWHAT FROM THOSE INDICATED IN DRAWINGS. ALL WORK THAT RELATES TO, OR IS IN ANY WAY AFFECTED BY, EXISTING CONDITIONS WHICH VARY FROM THOSE INDICATED SHALL BE MODIFIED AS REQUIRED BY FIELD CONDITIONS AND MEASUREMENTS, REPORT DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH AFFECTED

ASPECTS OF CONSTRUCTION OR DEMOLITION.

E. THE DEMOLITION DRAWINGS INDICATE MAJOR ITEMS TO BE DEMOLISHED. MISCELLANEOUS ABANDONED CONDUIT, WALL PENETRATIONS (I.E. SCREWS, NAILS, & MASONRY ANCHORS), WOOD BLOCKING, AND OTHER VARIOUS ITEMS FASTENED TO EXISTING WALL MAY NOT BE INDICATED ON THE DRAWINGS, REMOVE SUCH ITEMS THAT ARE NOT USED IN, OR CONCEALED BY, NEW WORK, PATCH AND REPAIR DAMAGE TO THE WALLS WHERE SUCH ITEMS ARE REMOVED.

F. SAWCUT AND REMOVE EXISTING CONCRETE SLAB AS REQUIRED TO ACCOMMODATE NEW STRUCTURAL, PLUMBING, AND ELECTRICAL WORK. REF STRUCTURAL, PLUMBING, & ELECTRICAL DRAWINGS. MINOR LOCATIONS MAY NOT BE INDICATED.

G. PORTIONS OR ELEMENTS (I.E. DOOR FRAMES) OF WALL OR SLAB SCHEDULED TO BE REMOVED OR SAWCUT AND

REMOVED SHALL BE DONE SO TO PREVENT DAMAGE TO ADJACENT CONSTRUCTION TO REMAIN.

H. LIMITS INDICATED FOR DEMOLITION OF EXISTING BRICK AND CMU MASONRY ARE APPROXIMATE. REMOVE MASONRY UNITS TO NEAREST MORTAR JOINTS TO PERMIT "TOOTHING IN" OF NEW MASONRY TO EXISTING COURSING, UNLESS NOTED OTHERWISE. REFER TO MECHANICAL DRAWINGS FOR REMOVAL OF THRU-WALL MECHANICAL GRILLES, REGISTERS, AND DUCTWORK.

I. ITEMS IDENTIFIED TO BE SALVAGED ("REMOVE AND DELIVER TO OWNER SHALL BE CAREFULLY REMOVED AND DELIVERED TO A STORAGE AREA DESIGNATED BY THE OWNER FOR THIS PURPOSE. ITEMS OWNER CHOOSES TO RETAIN SHALL BE RELOCATED FROM THE STORAGE AREA BY OWNER (NIC). ALL OTHER ITEMS SHALL BE SUBSEQUENTLY REMOVED AND

DISPOSED OF BY CONTRACTOR WHEN AUTHORIZED BY OWNER.

J. EXISTING LOOSE FURNITURE, EQUIPMENT, SUPPLIES, AND PERSONAL BELONGINGS LOCATED IN SPACES TO BE

RENOVATED SHALL BE REMOVED AND RELOCATED BY OWNER (NIC)

K. COORDINATE DEMOLITION WORK WITH NEW WORK NOTES TO ENSURE PROPER REMOVAL OF ITEMS.

L. PREPARE FLOOR FOR NEW FINISHES SCHEDULED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION FOR

FINISH SUBSTRATE. FILL VOIDS AND CRACKS IN CONCRETE TO PROVIDE SMOOTH FINISH.

M. PREPARE WALLS FOR NEW FINISHES SCHEDULED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR FINISH SUBSTRATE. FILL VOIDS AND CRACKS AS REQUIRED. WHERE WALL MOUNTED ITEMS ARE REMOVED TAKE

SPECIAL CARE TO REMOVE PAINT BUILD-UP IN ORDER TO PROVIDE A SMOOTH SURFACE.

N. REFERENCE SPECIFICATION SECTION 017419- CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL FOR DISPOSAL OF

REMOVED ITEMS.

O. REMOVE ALL EXIST ITEMS PENETRATING CONCRETE SLAB (I.E. CONDUITS, PIPING, ANCHOR BOLTS, ETC.) TO BELOW

FINISH FLOOR

P. ALL DEMOLITION WORK SHALL BE CARRIED OUT IN A MANNER TO PROTECT ALL ADJACENT SURFACES WHICH REMAIN IN PLACE, PARTICULARLY FINISH SURFACES WHICH WILL REMAIN EXPOSED IN THE COMPLETED WORK.

Q. EXISTING LOOSE FURNITURE, EQUIPMENT, SUPPLIES, AND PERSONAL BELONGINGS LOCATED IN…