1572053_P1394B_dwg 6of14.pdf

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS AND THE

SPECIFICATIONS. COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO

THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, PRINCIPAL OPENINGS, DEPRESSIONS,

EQUIPMENT PADS, HANGERS, AND ANCHORS.

2. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X’-X”] REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM FOR EACH BUILDING. REFER TO THE CIVIL DRAWINGS

FOR ACTUAL DATUM ELEVATION FOR EACH BUILDING.

3. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING

OFFICER PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED. DO NOT SCALE

DIMENSIONS FROM THE DRAWINGS.

4. DETAILS AND SECTIONS APPLY NOT ONLY WHERE SPECIFICALLY INDICATED OR REFERENCED, BUT

ALSO IN ALL OTHER LIKE OR SIMILAR CONSTRUCTION THAT REQUIRES THEIR USE.

5. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISHED STRUCTURE

PROVIDE ALL TEMPORARY SHORING, GUYING, AND BRACING REQUIRED TO ERECT AND HOLD THE

STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK, INCLUDING ALL

CONNECTIONS, IS COMPLETE. THE ANALYSIS, DESIGN, SAFETY, ADEQUACY, AND INSPECTION OF

SUCH TEMPORARY SUPPORTS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND SUPERVISION OF THE WORK

ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

7. REPRODUCTION OF CONTRACT DRAWINGS MUST NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCE.

8. DEVIATIONS FROM THE STRUCTURAL DRAWINGS MUST BE MADE ONLY WITH THE WRITTEN

APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD, VIA REQUEST FOR VARIANCE ACCEPTED

BY THE CONTRACTING OFFICER.

9. CONNECTIONS OF VERTICALLY OR LATERALLY SUPPORTED COMPONENTS MUST BE

CONCENTRICALLY FASTENED TO THE STRUCTURAL MEMBER, UNLESS SPECIFICALLY NOTED

OTHERWISE.

10. THIS PROJECT REQUIRES SPECIAL INSPECTIONS AS DESCRIBED IN THE APPLICABLE BUILDING CODE. REFER TO THE STATEMENT OF SPECIAL INSPECTIONS AND PROJECT SPECIFICATIONS FOR

REQUIREMENTS.

11. ALL ITEMS SHOWN ON THE STRUCTURAL DRAWINGS ARE NEW CONSTRUCTION UNLESS

SPECIFICALLY NOTED AS EXISTING.

GENERAL NOTES

DESIGN NOTES

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE

GEOTECHNICAL REPORTS PREPARED BY GET SOLUTIONS, INC., DATED JULY 17, 2018, WITH

SUPPLEMENT #1 (JULY 24, 2018) AND SUPPLEMENT #2 (SEPTEMBER 24, 2018). PEDESTRIAN BRIDGE

FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH GEOTECHNICAL REPORT DATED

OCTOBER 1, 2020.

2. FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR

ENGINEERED FILL WITH A NET ALLOWABLE BEARING CAPACITY OF 1500 PSF.

BUILDING RR469 REQUIRES SITE SURCHARGING PRIOR TO CONSTRUCTION. REFER TO SHEET

BB201 FOR SURCHARGE PLAN.

3. PLACE SELECT MATERIAL AS FILL UNDER SLABS-ON-GRADE AND BEHIND FOUNDATION AND

RETAINING WALLS.

4. PRIOR TO PLACING SURCHARGE, FILL, OR FOUNDATION CONCRETE, AN INDEPENDENT TESTING

LABORATORY AND GEOTECHNICAL ENGINEER REGISTERED IN NORTH CAROLINA (BOTH RETAINED

BY THE CONTRACTOR) MUST INSPECT FOUNDATION EXCAVATIONS TO EVALUATE THE EXTENT OF

LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIAL AND TO VERIFY THE BEARING

CAPACITY. SOILS NOT SUITABLE FOR FOUNDATION SUPPORT MUST BE UNDERCUT AND REPLACED

WITH SELECT MATERIAL OR OPEN GRADED WASHED STONE, FOLLOWING APPROVAL BY THE

CONTRACTING OFFICER.

5. ADEQUATELY PROTECT FOUNDATION EXCAVATIONS TO PREVENT WATER FROM ACCUMULATING

AND STANDING IN THE EXCAVATION BOTTOMS. DO NOT PLACE FOUNDATION CONCRETE ON

FROZEN OR SATURATED SUBGRADES.

6. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES AND THICKNESSES

INDICATED ON THE FOUNDATION PLAN.

7. PLACE FOUNDATION CONCRETE THE SAME DAY EXCAVATIONS ARE MADE OR AS SOON AS

PRACTICAL THEREAFTER.

8. DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN COORDINATED WITH

ADJACENT UNDERGROUND UTILITIES AND STRUCTURES. FOOTING STEPS INDICATED ON PLAN ARE

SCHEMATIC AND MUST BE COORDINATED WITH OTHER TRADES.

9. CONTINUOUS FOOTINGS MUST BE LOWERED AS REQUIRED TO PASS UNDER UTILITY LINES.

STEP CONTINUOUS FOOTINGS DOWN AS SHOWN IN THE “TYPICAL STEPPED FOOTING” DETAIL ON

SHEET SB501.

FOUNDATION NOTES

1. DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND COMPONENTS IS

DELEGATED TO A QUALIFIED SPECIALTY STRUCTURAL ENGINEER RETAINED BY THE CONTRACTOR.

THESE SYSTEMS AND COMPONENTS INCLUDE, BUT ARE NOT LIMITED TO:

A. METAL BUILDING SYSTEMS

B. STRUCTURAL STEEL CONNECTIONS

C. COLD-FORMED STEEL FRAMING AND CONNECTIONS

D. STEEL STAIRS

E. CURTAIN WALL AND STOREFRONT WALL SYSTEMS

F. SELF-SUPPORTING OVERHEAD TRAVELING CRANE SYSTEMS, INCLUDING ANCHORAGE TO

FOUNDATION

2. DELEGATED ENGINEERED SYSTEMS AND COMPONENTS MUST SATISFY UFC 3-301-01, ASCE 7, AND

REQUIREMENTS OF APPLICABLE MATERIAL-SPECIFIC STANDARDS. EXTERIOR COLD-FORMED

STEEL FRAMING, COLD-FORMED STEEL TRUSS SYSTEMS, CURTAIN WALL, AND STOREFRONT WALL SYSTEMS MUST ALSO BE DESIGNED FOR BLAST EFFECTS IN ACCORDANCE WITH UFC 4-010-01, FOR

THE CRITERIA INDICATED FOR EACH BUILDING.

3. COORDINATE WITH THE CONTRACT DOCUMENTS FOR PROFESSIONAL LICENSURE AND SEALING

REQUIREMENTS, DESIGN CRITERIA, DETAILS OF THE SYSTEM/COMPONENT INTERFACE WITH THE

PRIMARY STRUCTURE, AND SUBMITTAL AND CALCULATION REQUIREMENTS.

DELEGATED DESIGN NOTES

DESIGN NOTES (CONTINUED)

DESIGN WIND PRESSURE FOR

ROOF COMPONENTS (PSF)

1 - 100

ROOF ZONE

101+

COMPONENT TRIBUTARY AREA (FT²)

2. DESIGN LOAD CRITERIA (CONTINUED):

D. COMPONENTS AND CLADDING WIND PRESSURES:

USE WIND PRESSURES BELOW FOR THE DESIGN OF COMPONENT AND CLADDING

ELEMENTS OR RETAIN A PROFESSIONAL ENGINEER TO DETERMINE WIND PRESSURES

FOR SPECIFIC EFFECTIVE WIND AREAS.

NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD AND

AWAY FROM THE SURFACES, RESPECTIVELY.

2. BUILDING ZONES ARE DEFINED IN ASCE 7.

3. WIND PRESSURES INDICATED ARE AT STRENGTH-LEVEL (WIND LOAD FACTOR = 1.0),

AT ULTIMATE DESIGN WIND SPEED.

4. DESIGN WIND PRESSURES FOR DEFLECTION-CONTROLLED COMPONENTS AND

CLADDING MAY UTILIZE A 10-YEAR MEAN RECURRENCE INTERVAL.

5. PARAPET WIND PRESSURES ACT IN BOTH POSITIVE AND NEGATIVE DIRECTIONS.

6. PRESSURES ARE CALCULATED FOR "PARTIALLY ENCLOSED" CONDITION.

E. SEISMIC LOADS:

MAPPED SPECTRAL RESPONSE ACCELERATION, SS 0.15g MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.07g SPECTRAL RESPONSE COEFFICIENT, SDS 0.16g SPECTRAL RESPONSE COEFFICIENT, SD1 0.11g

SITE CLASS D

F. EARTH LATERAL LOADS:

ACTIVE EARTH PRESSURE, Pa 40 PSF PASSIVE EARTH PRESSURE, Pp 360 PSF AT-REST EARTH PRESSURE, Po 60 PSF

UNIT WEIGHT, Ɣ 120 PCF

COEFFICIENT OF FRICTION 0.35

ANGLE OF REPOSE, ɸ 30°

G. FORCE PROTECTION

REFER TO EACH BUILDING'S DRAWINGS FOR BUILDING-SPECIFIC CRITERIA

+16 -59 -56

-90 -63

-129 -63

OVERHANG

ZONE

COMPONENT TRIBUTARY AREA (FT²)

+16

+16

+16 +16

+16

1 - 100 101+

-86 -83

-129 -523

DESIGN WIND PRESSURE FOR

WALL COMPONENTS (PSF)

1 - 100

WALL ZONE

101+

COMPONENT TRIBUTARY AREA (FT²)

+62 -66 -58

-78 -665

+54

+54

+62

DESIGN WIND PRESSURE FOR

PARAPETS (PSF)

ALOAD CASE B

COMPONENT

TRIBUTARY AREA (FT²)

122 85 67

110 835

WALL ZONE

COMPONENT

TRIBUTARY AREA (FT²)

0 - 500 501+ 501+0 - 500

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND CRITERIA:

A. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS, WITH CHANGE 1, 1 FEBRUARY 2018.

B. UFC 3-301-01, STRUCTURAL ENGINEERING, WITH CHANGE 3, 12 SEPTEMBER 2016.

C. UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, WITH

CHANGE 1, 1 OCTOBER 2013.

D. 2015 INTERNATIONAL BUILDING CODE (IBC)

E. ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

F. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

G. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

H. ACI 530-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

2. DESIGN LOAD CRITERIA:

(NOTE: DESIGN LOAD CRITERIA APPLICABLE TO ALL BUILDINGS.

REFER TO EACH BUILDING'S DRAWINGS FOR BUILDING-SPECIFIC CRITERIA)

A. LIVE LOADS (UNIFORM)

ROOF 20 PSF

OFFICES 50 PSF

PARTITION ALLOWANCE 15 PSF

ASSEMBLY AREAS AND CORRIDORS 100PSF

LIGHT STORAGE 125 PSF

MECHANICAL AND ELECTRICAL ROOMS (AND PLATFORMS) 100 PSF

LIVE LOADS (CONCENTRATED)

OFFICE CONCENTRATED LOAD (APPLIED TO 6.25 FT2) 2,000 LB

B. SNOW LOAD:

GROUND SNOW LOAD, Pg 10 PSF

C. WIND LOADS:

RISK CATEGORY II

ULTIMATE DESIGN WIND SPEED, V(ULT) 140 MPH

NOMINAL DESIGN WIND SPEED, V(ASD) 109 MPH

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR 0.85

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

AB ANCHOR BOLT

AFF ABOVE FINISHED FLOOR

AHR ANCHOR

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

BD BAR DIAMETER

BOC BOTTOM OF CONCRETE

BOM BOTTOM OF MASONRY

BOS BOTTOM OF STEEL

BOSL BOTTOM OF SLAB

BRG BEARING

CFS COLD-FORMED STEEL

CJ SLAB CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

DCJ DOWELED CONSTRUCTION JOINT

DIA, Ø DIAMETER

DN DOWN

DWG(S) DRAWING(S)

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EOS EDGE OF SLAB

EQ EQUAL

ES EACH SIDE

EW EACH WAY

FFE FINISHED FLOOR ELEVATION

FOB FACE OF BRICK

FS FAR SIDE

FTG FOOTING

GA GAGE

GALV GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

JBE JOIST BEARING ELEVATION

KSI KIPS PER SQUARE INCH

KIP (k) 1000 LBS

LBS POUNDS

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

MAX MAXIMUM

MBS METAL BUILDING SYSTEM

MFR MANUFACTURER

MIN MINIMUM

MOW MIDDLE OF WALL

NIC NOT IN CONTRACT

No. NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

PJF PREMOLDED JOINT-FILLER STRIP

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCING

REQD REQUIRED

SCHED SCHEDULE

SD SLAB DEPRESSION

SF STEPPED FOOTING

SIM SIMILAR

SJ SLAB SAWED (CONTRACTION) JOINT

SL SLOPE(D)

SOG SLAB-ON-GRADE

STD STANDARD

SWP SHEAR WALL PANEL

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOGB TOP OF GRADE BEAM

TOM TOP OF MASONRY

TOS TOP OF STEEL

TS THICKENED SLAB

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

WP WORKING POINT

WWR WELDED WIRE REINFORCEMENT

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

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CHIEF ENG/ARCH

FIRE PROTECTION

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12827049

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

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DSN

1. CONCRETE CONSTRUCTION MUST BE IN ACCORDANCE WITH BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301).

2. CAST-IN-PLACE CONCRETE MUST ATTAIN THE FOLLOWING MINIMUM 28-DAY COMPRESSIVE

STRENGTHS (f'c):

A. PIERS, FOUNDATION WALLS, AND RETAINING WALLS 4000 PSI

B. CONCRETE ON STEEL DECK 4000 PSI

C. SLAB-ON-GRADE 4000 PSI

D. FOOTINGS 3000 PSI

E. ALL OTHER CONCRETE 3000 PSI

3. CONCRETE DENSITY MUST BE NORMAL WEIGHT UNLESS SPECIFICALLY OTHERWISE NOTED.

4. CONCRETE REINFORCING STEEL MUST BE DEFORMED BARS CONFORMING TO ASTM A615 OR

ASTM A996, GRADE 60. REINFORCING NOTED TO BE WELDED MUST BE ASTM A706 (INCLUDING

DEFORMED BAR ANCHORS), WITH WELDS MADE USING E80XX ELECTRODES.

5. WELDED WIRE REINFORCING MUST CONFORM TO ASTM A1064. PROVIDE SHEET-TYPE WELDED

WIRE. SHEET LAPS MUST BE TIED AND LAPPED ONE FULL MESH SPACING PLUS 2 INCHES.

6. REINFORCING STEEL MUST BE CONTINUOUS UNLESS OTHERWISE NOTED. LAP SPLICES IN

CONTINUOUS REINFORCING STEEL MUST CONFORM TO THE REQUIREMENTS OF ACI 318 FOR

TENSION SPLICES, UNLESS OTHERWISE NOTED.

7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL MUST BE AS INDICATED, AND NOT LESS

THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3”

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2”

C. INTERIOR BEAMS AND COLUMNS 1 1/2"

D. INTERIOR SLABS AND WALLS 1”

8. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK MUST HAVE A 90-DEGREE HOOK

UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND HOOKS MUST CONFORM TO THE

REQUIREMENTS OF ACI 318.

9. SUPPORT REINFORCING STEEL AND WELDED-WIRE REINFORCING ON BAR SUPPORTS. SPACE BAR

SUPPORTS PER CRSI MANUAL OF STANDARD PRACTICE.

10. ALL EMBEDDED ITEMS MUST BE PROPERLY PLACED, ACCURATELY POSITIONED, AND MAINTAINED

SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

11. PROVIDE 1/2” THICK JOINT FILLER MATERIAL WHERE SLABS-ON-GRADE ABUT VERTICAL SURFACES.

12. SPREAD REINFORCING STEEL AT SLEEVES, TIEBACKS, RECESSES, AND OTHER EMBEDDED ITEMS

UNLESS OTHERWISE NOTED. REINFORCING MUST NOT BE CUT TO FACILITATE PLACEMENT OF

EMBEDDED ITEMS.

13. WHERE CONDUITS AND PIPES ARE INDICATED TO BE EMBEDDED WITHIN A SLAB, WALL, OR BEAM, THEY MUST NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL THICKNESS OF THE

MEMBER IN WHICH THEY ARE EMBEDDED. EMBEDDED CONDUITS AND PIPES MUST BE SPACED NO

LESS THAN THREE DIAMETERS ON CENTER AND RUN MID-DEPTH, UNLESS OTHERWISE NOTED.

14. MECHANICAL AND ELECTRICAL CONDUIT IS NOT PERMITTED IN ELEVATED SLABS ON STEEL DECK.

15. CONCRETE MUST NOT BE PLACED UNTIL THE CONTRACTING OFFICER HAS INSPECTED ALL

EMBEDDED WORK, INCLUDING REINFORCING.

16. CHAMFER EXPOSED CONCRETE EDGES OF CONCRETE 3/4" OR AS INDICATED.

17. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT CONTACT WITH

CONCRETE UNLESS COATED TO PREVENT ELECTROLYSIS.

18. CONCRETE FILL ON UN-SHORED, STEEL-FRAMED FLOORS MUST HAVE A CONSTANT ELEVATION FLOOR PROFILE. PROVIDE ADDITIONAL CONCRETE AS REQUIRED TO FINISH SURFACE SO GAP AT

ANY POINT BETWEEN CONCRETE SURFACE AND AN UNLEVELED, FREESTANDING, 10 FT LONG

STRAIGHTEDGE RESTING ON TWO HIGH SPOTS AND PLACED ANYWHERE ON THE SURFACE, DOES

NOT EXCEED 1/8 INCH.

19. PROVIDE NECESSARY CONSTRUCTION JOINTS IN MONOLITHIC CONCRETE POURS SO THAT THE

QUALITY OF PLACEMENT AND FINISH MEETS REQUIREMENTS OF THE CONTRACT DOCUMENTS.

20. CONSTRUCTION JOINTS IN ELEVATED SLABS ON STEEL DECK PARALLEL TO BEAMS OR GIRDERS

MUST NOT COINCIDE WITH THE CENTERLINE OF THE BEAM OR GIRDER. CONSTRUCTION JOINTS

PERPENDICULAR TO BEAMS OR GIRDERS MUST BE LOCATED AT APPROXIMATELY THE 1/3 POINT

OF THE BEAM OR GIRDER SPAN.

21. DO NOT FORM HORIZONTAL CONSTRUCTION JOINTS IN HORIZONTALLY-ORIENTED MEMBERS SUCH

AS BEAMS, SLABS, AND FOOTINGS. THE LOCATION OF HORIZONTAL CONSTRUCTION JOINTS IN

VERTICALLY-ORIENTED MEMBERS SUCH AS WALLS AND COLUMNS MUST BE SELECTED TO

MINIMIZE IMPACT ON MEMBER STRENGTH AND APPEARANCE. ALL VERTICAL CONSTRUCTION

JOINTS MUST BE MADE WITH BULKHEADS. REFER TO TYPICAL CONSTRUCTION JOINT DETAILS.

CONCRETE NOTES

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE AISC “SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS” (AISC 360) AND THE AISC “CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES” (AISC 303).

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL MUST BE IN ACCORDANCE WITH THE ABOVE

LISTED AISC SPECIFICATION AND THE FOLLOWING:

A. SQUARE AND RECTANGULAR HSS ASTM A500, GRADE C, Fy = 50 KSI

B. WIDE-FLANGE SHAPES AND TEES ASTM A992

C. CHANNELS ASTM A36

D. PLATES AND ANGLES ASTM A36

E. HIGH-STRENGTH BOLTS ASTM F3125 GRADE A325 OR ASTM F1852

F. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36 (MIN)

G. THREADED ROD ASTM A36

H. STEEL HEADED STUD ANCHORS ASTM A108, Fu = 65 KSI

I. WELDING ELECTRODES E70XX

J. DECK ATTACHMENT ELECTRODES E60XX

3. SHOP AND FIELD WELDING MUST BE BY CERTIFIED WELDERS AND MUST CONFORM TO AWS

STANDARDS. CURRENT AWS CERTIFICATIONS MUST BE AVAILABLE AT THE JOB SITE FOR REVIEW

BY THE CONTRACTING OFFICER.

4. BOLTED CONNECTIONS MUST USE HIGH-STRENGTH BOLTS WITH HARDENED CARBON STEEL

WASHERS AS REQUIRED FOR THE CONNECTION LOADS. PROVIDE COMPRESSIBLE-WASHER TYPE

DIRECT TENSION INDICATORS OR TWIST-OFF TYPE TENSION-CONTROL BOLTS CONFORMING TO

RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" AT ALL BOLTED

CONNECTIONS.

5. FIELD-CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE IS NOT BE PERMITTED. DO NOT

CUT OR ENLARGE BOLT HOLES BY FLAME-CUTTING IN THE FIELD.

6. DESIGN CONNECTIONS FOR BOLTS IN BEARING, INSTALLED TO THE SNUG-TIGHT CONDITION, UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS OR REQUIRED IN THE AISC

SPECIFICATION TO BE PRE-TENSIONED OR SLIP-CRITICAL.

7. CONNECTION DESIGN IS DELEGATED TO THE CONTRACTOR. SUBMIT CALCULATIONS SEALED BY A

NORTH CAROLINA PROFESSIONAL ENGINEER ALONG WITH THE SHOP DRAWINGS FOR

CONNECTIONS OTHER THAN SIMPLE SHEAR CONNECTIONS.

8. SHEAR CONNECTIONS MUST BE DESIGNED FOR THE FACTORED REACTIONS INDICATED.

PROVIDE A MINIMUM CONNECTION LENGTH THAT IS AT LEAST 1/2 THE T-DIMENSION OF THE

SUPPORTED BEAM. REFER TO "TYPICAL SHEAR CONNECTION" DETAIL ON SHEET SF501.

9. PARTIAL AND COMPLETE-JOINT-PENETRATION WELDS INDICATED ON THE STRUCTURAL DRAWINGS

OR SHOP DRAWINGS MUST BE INSPECTED WITH NON-DESTRUCTIVE TESTING.

10. SUBMIT FOR APPROVAL DRAWINGS AND DESIGN CALCULATIONS FOR ANY ALTERNATE DETAILS

AND MEMBER SPLICES.

11. DO NOT SHOP OR FIELD SPLICE STRUCTURAL STEEL MEMBERS EXCEPT AS DETAILED ON THE

DRAWINGS, PERMITTED IN THE SPECIFICATIONS, AND AS SPECIFICALLY APPROVED ON SHOP

DRAWINGS PRIOR TO FABRICATION.

12. LOCATE EDGE ANGLES SUPPORTING VENEER ELEMENTS AND SHELF ANGLES NO MORE THAN

[+1/8”, -1/4”] HORIZONTALLY FROM BUILDING LINE. SURVEY EDGE OF SLAB PRIOR TO PLACEMENT

OF CONCRETE TO VERIFY THAT EDGE OF SLAB IS LOCATED WITHIN SPECIFIED TOLERANCE.

POSITIVE DIRECTION IS AWAY FROM BUILDING.

13. REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR STEEL ELEMENTS TO BE

HOT-DIP GALVANIZED PER ASTM A123. HOT-DIP GALVANIZE ALL EXTERIOR LINTELS.

14. PAINT ALL STEEL EXPOSED TO EARTH WITH TWO COATS OF COAL TAR EPOXY.

STRUCTURAL STEEL NOTES

1. USE POST-INSTALLED ANCHORS ONLY WHERE SPECIFIED IN THE CONSTRUCTION DOCUMENTS.

OBTAIN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD, VIA A REQUEST FOR VARIANCE

ACCEPTED BY THE CONTRACTING OFFICER, PRIOR TO USING POST INSTALLED ANCHORS FOR

MISSING OR MISPLACED CAST-IN-PLACE ANCHORS OR FOR SUBSTITUTIONS.

2. POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) MUST BE INSTALLED IN STRICT

CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS (INCLUDING, BUT NOT LIMITED

TO, DRILL BIT SIZE, PROPER CLEANING OF HOLES, INSTALLATION TORQUE, AND TEMPERATURE

CONSTRAINTS).

3. BASIS OF DESIGN ANCHORS ARE AS INDICATED. CONCRETE SUBSTRATE IS ASSUMED TO BE

CRACKED. ACCEPTABLE MANUFACTURERS ARE HILTI, SIMPSON STRONG-TIE, AND POWERS

FASTENERS.

4. CALCULATIONS FOR SUBSTITUTION REQUESTS MUST BE PREPARED AND SEALED BY A

NORTH CAROLINA-LICENSED PROFESSIONAL ENGINEER AND MUST DEMONSTRATE THAT THE

SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING PERFORMANCE VALUES EQUAL TO THE

BASIS-OF-DESIGN ANCHOR.

5. CALCULATIONS FOR SUBSTITUTION REQUESTS MUST INCLUDE ANCHOR DIAMETER, EMBEDMENT DEPTH, ANCHOR MATERIAL, ADHESIVE MATERIAL (IF APPLICABLE), ICC-ES REPORT (ESR-XXXX), AND ANCHOR SYSTEM CAPACITY IN APPLICABLE BASE MATERIAL.

6. SPACING AND EDGE DISTANCE FOR ANCHORS MUST NOT BE LESS THAN MINIMUM INDICATED.

7. ARRANGE FOR A MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE TRAINING FOR EACH

OF THE ANCHORING PRODUCTS SPECIFIED. SUBMIT DOCUMENTATION TO CONTRACTING OFFICER

THAT ALL OF THE CONTRACTOR'S INSTALLATION PERSONNEL ARE TRAINED PRIOR TO INSTALLING

ANCHORS.

8. AN INDEPENDENT TESTING AGENCY MUST INSPECT ANCHORS DURING INSTALLATION TO VERIFY

CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION RECOMMENDATIONS.

9. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT HOLE FOR

EACH ANCHOR OR BY NONDESTRUCTIVE METHODS. DO NOT CUT REINFORCING STEEL WITHOUT

THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

10. ANCHORS USED IN EXTERIOR CONDITIONS MUST POSSESS A MECHANICALLY DEPOSITED ZINC COATING COMPLYING WITH ASTM B695 OR HOT-DIP GALVANIZED ZINC COATING COMPLYING WITH

ASTM A153. ANCHORS USED IN INTERIOR CONDITIONS MUST POSSESS A ZINC ELECTROPLATED

COATING COMPLYING WITH ASTM B633.

11. CONCRETE ANCHORS:

A. MECHANICAL ANCHORS MUST COMPLY WITH ACI 355.2 AND ICC-ES AC193.

BASIS OF DESIGN PRODUCTS ARE AS FOLLOWS:

SCREW ANCHOR: HILTI KWIK-CON II+

HEAVY-DUTY (HD) SCREW ANCHOR: HILTI KWIK HUS-EZ

EXPANSION ANCHOR: HILTI KWIK-BOLT TZ

B. ADHESIVE ANCHORS MUST COMPLY WITH ACI 355.4 AND ICC-ES AC308.

BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI HIT-HY 200 WITH ASTM A36 THREADED ROD ANCHOR

C. GAS AND POWDER-ACTUATED FASTENERS MUST COMPLY WITH ICC-ES AC70.

BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI X-U

D. REINFORCING STEEL POST-INSTALLED WITH STRUCTURAL ADHESIVE MUST COMPLY WITH

ICC-ES AC308. BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI HIT-HY 200 WITH SAFESET

12. MASONRY ANCHORS IN SOLID-GROUTED CONCRETE MASONRY:

A. MECHANICAL ANCHORS MUST COMPLY WITH ICC-ES AC01 OR AC106.

BASIS OF DESIGN PRODUCTS ARE AS FOLLOWS:

HEAVY-DUTY (HD) SCREW ANCHOR: HILTI KWIK HUS-EZ

EXPANSION ANCHOR: HILTI KWIK BOLT TZ

B. ADHESIVE ANCHORS MUST COMPLY WITH ICC-ES AC58.

BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI HIT-HY 70 WITH ASTM A36 THREADED ROD

13. MASONRY ANCHORS IN HOLLOW CONCRETE MASONRY OR UNREINFORCED CLAY BRICK MASONRY:

A. MECHANICAL ANCHORS MUST COMPLY WITH ICC-ES AC01 OR AC106.

BASIS OF DESIGN PRODUCTS ARE AS FOLLOWS:

SCREW ANCHOR: HILTI KWIK-CON II+

EXPANSION ANCHOR: HILTI HLC SLEEVE ANCHOR

B. ADHESIVE ANCHORS MUST COMPLY WITH ICC-ES AC58 OR AC60 AS APPROPRIATE. THE

APPROPRIATE SCREEN TUBE MUST BE USED AS RECOMMENDED BY THE ADHESIVE

MANUFACTURER. BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI HIT-HY 70 WITH SCREEN TUBE AND HAS-E ROD

C. GAS AND POWDER-ACTUATED FASTENERS MUST COMPLY WITH ICC-ES AC70.

BASIS OF DESIGN PRODUCT IS AS FOLLOWS:

HILTI X-U

14. MASONRY ANCHOR INSTALLATIONS ARE LIMITED TO ONE ANCHOR PER MASONRY CELL.

POST-INSTALLED ANCHOR NOTES

SLOPE DIRECTION

BRICK

CONCRETE

EARTH FILL

HOLLOW CORE SLAB

CONCRETE MASONRY UNIT (CMU)

POROUS FILL

INDICATES ELEVATION

REFERENCED TO FINISHED

FIRST FLOOR

DECK SPAN

KEYED CONSTRUCTION NOTE

COLUMN REFERENCE LINE

(CENTERLINE OF COLUMN)

SPOT ELEVATION

JOIST BRIDGING

WALL TYPE

GROUT

SLAB DEPRESSION

DN

X

MOMENT CONNECTION

WELDED WIRE REINFORCEMENT

10k W24x55 (16) C=1" 10k

END REACTIONS

BEAM SIZE

# SHEAR STUDS

CAMBER

Wn

[±X'-X"]

[±X'-X"]

CHANGE IN SLAB ELEVATION

STRUCTURAL LEGEND

SYMBOL DESCRIPTION

VIRGINIA BEACH, VA 23462

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12827050

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

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1. ALL MASONRY CONSTRUCTION MUST BE IN ACCORDANCE WITH BUILDING CODE REQUIREMENTS

FOR MASONRY STRUCTURES (TMS 402/ACI 530/ASCE 5) AND SPECIFICATION FOR MASONRY

STRUCTURES (TMS 602/ACI 530.1/ASCE 6).

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 2000 PSI. NET AREA COMPRESSIVE STRENGTH

OF CONCRETE MASONRY UNITS MUST BE A MINIMUM OF 2000 PSI.

3. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MANUFACTURED WITH LIGHT

OR MEDIUM WEIGHT AGGREGATE (OVEN-DRY UNIT WEIGHT = 115 PCF, MAX).

4. GROUT MUST CONFORM TO ASTM C476. GROUT MUST ATTAIN A MINIMUM 28-DAY COMPRESSIVE

STRENGTH OF 2000 PSI.

5. MORTAR MUST CONFORM TO ASTM C270 AND MUST BE TYPE M BELOW GRADE AND TYPE M OR S

ABOVE GRADE.

6. GROUT POURS MUST BE STOPPED 1 1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT

POURED JOINTS.

7. MAXIMUM HEIGHT TO WHICH MASONRY IS TO BE LAID AND GROUTED IS 5'-0" ABOVE

CONSTRUCTION SURFACE OR PREVIOUSLY GROUTED MASONRY UNLESS 'HIGH-LIFT' GROUTING

PROCEDURES ARE FOLLOWED.

8. HIGH-LIFT GROUTING PROCEDURE REQUIRES CLEANOUT OPENINGS AT THE BOTTOM OF EACH

CELL OF EVERY GROUT LIFT. MAXIMUM GROUT LIFT (GROUT POURED IN ONE CONTINUOUS

OPERATION) IS 5'-0". THE MAXIMUM HEIGHT THAT MASONRY IS TO BE LAID PRIOR TO GROUTING

IS 12'-0".

9. REINFORCING MUST BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 AND MUST HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP-FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. ALL REINFORCING STEEL MUST BE CONTINUOUS, UNLESS OTHERWISE NOTED.

10. PROVIDE DOWEL REINFORCING FROM FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL

WALL REINFORCING.

11. ALL REINFORCED CELLS AND ALL CELLS AND CAVITIES BELOW GRADE MUST BE FILLED WITH

GROUT.

12. LOCATE JOINT REINFORCING 16" OC VERTICALLY. PROVIDE ADDITIONAL REINFORCING AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS.

EXTEND JOINT REINFORCING A MINIMUM OF 24" BEYOND THE OPENING ON EACH SIDE.

13. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR PVC

SLEEVES OR CORED HOLES, UNLESS OTHERWISE NOTED.

14. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT CONTACT WITH

MASONRY UNLESS COATED TO PREVENT ELECTROLYSIS.

15. UNLESS OTHERWISE NOTED OR DETAILED, CENTER REINFORCING IN CELLS USING BAR

POSITIONERS.

16. PROVIDE CONTROL JOINTS IN WALLS AT A MAXIMUM SPACING OF THREE (3) TIMES THE WALL

HEIGHT OR 24'-0", WHICHEVER IS LESS, UNLESS OTHERWISE NOTED.

17. BRACE THE TOP OF INTERIOR, NON-LOAD BEARING MASONRY WALLS TERMINATING AT THE

UNDERSIDE OF FLOOR OR ROOF STRUCTURE AGAINST OUT-OF-PLANE MOVEMENT IN

ACCORDANCE WITH THE "TYPICAL NON-BEARING CMU WALL BRACING" DETAIL ON SHEET SF501.

CONCRETE MASONRY NOTES

1. COLD-FORMED STEEL DESIGN AND CONSTRUCTION MUST BE IN ACCORDANCE WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN MANUAL", 2013

EDITION, AND THE NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS, 2012 EDITION.

2. ALL MATERIAL 18 GAGE OR LESS IN THICKNESS MUST HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.

3. ALL MATERIAL 16 GAGE OR GREATER IN THICKNESS MUST HAVE A MINIMUM YIELD STRENGTH OF

50 KSI.

4. ALL COLD-FORMED STEEL MUST BE GALVANIZED IN ACCORDANCE WITH ASTM A653.

5. ALL CONNECTION SCREWS MUST BE ZINC COATED.

6. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE-SHEET STEEL".

7. SAW CUT STUDS AND JOISTS SQUARE AND SET WITH FIRM BEARING AGAINST THE CONNECTING

MEMBER.

8. PROVIDE TEMPORARY BRACING AND GUYING OF COLD-FORMED STEEL FRAMING TO PROVIDE FOR

THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL. BRACING MUST REMAIN UNTIL NO

LONGER REQUIRED FOR SAFE SUPPORT OF FRAMING, AS DETERMINED BY THE CONTRACTOR AND

SPECIALTY STRUCTURAL ENGINEER.

9. FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS ARE NOT BE ALLOWED WITHOUT PRIOR

WRITTEN APPROVAL OF THE ENGINEER OF RECORD AND SPECIALTY STRUCTURAL ENGINEER

RESPONSIBLE FOR COLD-FORMED STEEL DESIGN.

10. CONNECTION REQUIREMENTS FOR COLD-FORMED MEMBERS ARE AS FOLLOWS, UNLESS

OTHERWISE NOTED:

CONDITION CONNECTION

STUD-TO-TRACK (2) #10-16 SELF -DRILLING SCREWS WITH

STUD SECURELY INTO TRACK

TRACK-TO-STEEL BEAM 1/8" WELD EACH SIDE, 2" LONG SPACED

AT 32" OC OR (2) 0.145" DIA POWDER

ACTUATED FASTENERS AT 16" OC

EXTERIOR STUD TRACK- (2) 0.145" DIA POWDER ACTUATED FASTENERS

TO-CONCRETE SLAB THROUGH TRACK AT EACH STUD. PROVIDE

OR FOUNDATION 1 1/2" MINIMUM EMBEDMENT. MINIMUM

SPACING = 4". CONCRETE EDGE DISTANCE = 3"

11. MAINTAIN 3/4" MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND

3/4" MINIMUM DISTANCE FROM THE CENTER OF SCREW TO EDGE OF CONNECTED PART. INSTALL

FASTENERS FROM THINNER THROUGH THICKER MATERIAL.

12. STUD MATERIAL INDICATED ON THE DRAWINGS MUST HAVE A MINIMUM OF 1 5/8" FLANGES AND 1/2" STIFFENING RETURN LIPS. TRACK MATERIAL MUST HAVE A MINIMUM OF 1 1/4" FLANGES

(NO STIFFENING RETURN LIP).

COLD-FORMED STEEL FRAMING NOTES

VIRGINIA BEACH, VA 23462

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4525 MAIN STREET

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APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

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SCALE:

CONSTR. CONTR. NO.

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CHIEF ENG/ARCH

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1572053

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12827051

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

JA

C

K S

O N

V

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1. THE LATERAL LOAD-RESISTING SYSTEM OF THE COMPLETED STRUCTURE IN THE NORTH-SOUTH

AND EAST-WEST DIRECTIONS IS PROVIDED BY THE METAL BUILDING SYSTEM FRAMING.

LATERAL LOAD - RESISTING SYSTEM NOTES DESIGN NOTES

1. THESE DESIGN NOTES APPLY ONLY TO BUILDING RR456. REFER TO S-001 FOR ADDITIONAL DESIGN

INFORMATION APPLICABLE TO THIS BUILDING.

2. DESIGN LOAD CRITERIA:

A. GENERAL:

RISK CATEGORY II

B. DEAD LOADS:

MINIMUM SUPERIMPOSED DEAD LOAD 5 PSF

C. LIVE LOADS:

SLAB-ON-GRADE 250 PSF

RACK STORAGE 1,500 LB POST LOAD

VEHICLE AXLE LOAD 32,000 LB

D. SNOW LOADS:

EXPOSURE FACTOR, Ce 1.0 THERMAL FACTOR, Ct 1.0 IMPORTANCE FACTOR, Is 1.0

MINIMUM LOW SLOPE ROOF SNOW LOAD 10 PSF

E. WIND LOADS:

ULTIMATE DESIGN WIND SPEED, V(ULT) 140 MPH

NOMINAL DESIGN WIND SPEED, V(ASD) 109 MPH

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCPI ±0.55 (PARTIALLY ENCLOSED)

WIND BASE SHEAR (1.0 WIND) (ESTIMATED) VX=52K (LONGITUDINAL)

VY=150K (TRANSVERSE)

BUILDING IS IN A WIND-BORNE DEBRIS REGION, REQUIRING PROTECTION OF OPENINGS IN

ACCORDANCE WITH UFC 3-301-01

F. SEISMIC LOADS:

SEISMIC IMPORTANCE FACTOR, IE 1.0

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE-RESISTING SYSTEM STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 3

SEISMIC RESPONSE COEFFICIENT, CS 0.053

SEISMIC BASE SHEAR (ESTIMATED) VX = VY = 40K

G. ANTITERRORISM AND FORCE PROTECTION:

BUILDING CATEGORY LOW OCCUPANCY

LEVEL OF PROTECTION EXEMPT

3. RACK STORAGE BASIS-OF-DESIGN:

SUPPORTED SHELVING LEVELS 3

BOAT WEIGHT PER LEVEL 500 LB

RACK LEG SPACING 8'-0" X 10'-0"

1. DESIGN CRITERIA:

A. REFER TO DESIGN NOTES (S-001, S-001C) FOR CODES AND DESIGN LOAD CRITERIA

B. MAXIMUM HORIZONTAL DRIFT FROM WIND LOAD (10-YEAR MRI) = H/480 (H = MEAN ROOF HEIGHT

OF STRUCTURE).

C. MINIMUM COLLATERAL LOAD = 5 PSF PLUS ROOFTOP EQUIPMENT AND APPURTANCES.

COORDINATE WEIGHTS AND LOCATIONS OF ACTUAL EQUIPMENT PROVIDED WITH THE TRADES

PROVIDING EQUIPMENT.

D. COLUMN BASES MUST BE DESIGNED AS PINNED.

2. THE METAL BUILDING SYSTEM CONSISTS OF A RIGID CLEAR-SPAN STRUCTURE WITH PRIMARY FRAMING MEMBERS SPANNING IN THE DIRECTION INDICATED. LATERAL-LOAD RESISTANCE IN THIS DIRECTION IS PROVIDED BY THE RIGID FRAMES. PERPENDICULAR TO THE RIGID FRAMES, LATERAL

LOADS ARE RESISTED BY DIAGONAL BRACING OR PORTAL FRAMES AS INDICATED. LOCATE

LATERAL-LOAD RESISTING SYSTEMS AS INDICATED ON PLAN. DIAGONAL BRACING AND PORTAL

FRAMING MUST NOT INTERFERE WITH UTILITIES, FEATURES, EQUIPMENT, OR EGRESS, AND MUST

FIT WITHIN WALL ENCLOSURES AS SHOWN. INDICATE LOCATION AND CONFIGURATION OF ALL

BRACING ON METAL BUILDING SHOP DRAWINGS.

3. THE METAL BUILDING SYSTEM DESIGN IS DELEGATED TO THE CONTRACTOR. SHOP DRAWINGS

MUST BE SEALED BY A NORTH CAROLINA PROFESSIONAL ENGINEER AND SUBMITTED FOR

APPROVAL. SUBMIT A FINAL SET FOR RECORD.

4. THE METAL BUILDING SYSTEM SUPPLIER MUST DESIGN ANCHOR ROD SIZE, QUANTITY, AND

CONFIGURATION. ANCHOR RODS MUST CONFORM TO ASTM F1554, GRADE 36 (MIN).

REFER TO FOUNDATION DETAILS FOR MINIMUM EMBEDMENT, BASED ON THE ESTIMATED

REACTIONS INDICATED.

5. THE METAL BUILDING SYSTEM DESIGN MUST INCLUDE BRACING FOR INTERIOR AND EXTERIOR

WALLS (MASONRY AND COLD-FORMED STEEL).

6. FOUNDATIONS AND ANCHOR ROD EMBEDMENTS HAVE BEEN DESIGNED FOR THE ESTIMATED

BUILDING FRAME REACTIONS INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED

RE-DESIGN OF THE FOUNDATIONS OR ANCHOR RODS BASED ON THE ACTUAL REACTIONS

PROVIDED BY THE METAL BUILDING SYSTEM DESIGNER, AT NO COST TO THE GOVERNMENT.

COMPLY WITH DELEGATED DESIGN SUBMITTAL REQUIREMENTS, SEE SHEET S-001.

7. DO NOT INSTALL FOUNDATIONS OR ANCHOR RODS UNTIL BUILDING FRAME REACTIONS HAVE BEEN

SUBMITTED TO THE CONTRACTING OFFICER, AND THE FOUNDATION AND ANCHOR ROD DESIGN

HAS BEEN CHECKED AND APPROVED.

METAL BUILDING SYSTEM NOTES

1. COMPOSITE FLOOR DECK, UNLESS OTHERWISE NOTED: 1 1/2" DEEP GALVANIZED (G60) STEEL

CONFORMING TO ASTM A653, WITH 3 1/2" OF NORMAL WEIGHT CONCRETE TOPPING, MINIMUM.

TOTAL SLAB THICKNESS = 5", MINIMUM. COMPOSITE FLOOR DECK MUST HAVE THE FOLLOWING

MINIMUM SECTION PROPERTIES:

A. t= 0.0358 IN (20 GAGE) B. Ip= 0.186 IN4/FT C. Sp= 0.224 IN3/FT D. Sn= 0.231 IN3/FT E. Fy= 50 KSI

FASTEN COMPOSITE FLOOR DECK TO THE SUPPORTING STRUCTURE WITH 5/8ӯ PUDDLE WELDS

AT A 36/3 PATTERN. FASTEN SIDE LAPS WITH (3) #10 SELF-TAPPING SCREWS EQUALLY SPACED

BETWEEN SUPPORTS. FASTEN DISCONTINUOUS SIDE OF DECK TO SUPPORTING STRUCTURE

WITH 5/8”Ø PUDDLE WELDS AT 12” OC, UNLESS OTHERWISE NOTED.

2. INSTALL STEEL DECK CONTINUOUS FOR THREE OR MORE SPANS WHERE FEASIBLE. INDICATE ALL

SINGLE AND 2-SPAN CONDITIONS ON THE DECK SHOP DRAWINGS..

3. ALL COMPOSITE STEEL FLOOR DECK IS DESIGNED AS UNSHORED CONSTRUCTION, UNLESS

OTHERWISE NOTED.

STEEL DECK NOTES

REFER TO SHEETS S-001, S-002 AND S-003

FOR ADDITIONAL GENERAL NOTES

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

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1 2 3 4 5

1 2 3 4 5

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SCALE:

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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1572053

S-001C

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12827052

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

JA

C

K S

O N

V

IL

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, N

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1. TOP OF CONCRETE SLAB-ON-GRADE ELEVATION IS [0'-0"], UNLESS

OTHERWISE NOTED.

2. TOP OF FOOTING ELEVATION IS [-1'-4"], UNLESS OTHERWISE NOTED.

3. SLABS-ON GRADE ARE INDICATED AS "SX", REFER TO SCHEDULE ON SHEET

SB502.

4. COLUMNS BEAR ON TOP OF SLAB-ON-GRADE, TYPICAL.

REFER TO "TYPICAL METAL BUILDING COLUMN ANCHORAGE" ON SHEET

SB503 FOR THICKENED SLAB AND REINFORCING AT COLUMN LOCATIONS.

COLUMN ANCHORAGE IS INDICATED ON PLANS AS "A-X".

ANCHORAGE IS TYPE A-1, UNLESS OTHERWISE NOTED.

5. THICKENED SLAB TENSION TIES ARE INDICATED ON PLAN AS "T-x".

REFER TO "TYPICAL THICKENED SLAB TENSION TIE" ON SHEET SB503.

6. LOCATE SAWED CONTROL JOINTS IN SLABS-ON-GRADE 16'-0" OC MAXIMUM,

AT RE-ENTRANT CORNERS, AND AS REQUIRED BY SLAB PLACEMENT

SEQUENCE, MAXIMUM 1.5:1 PANEL ASPECT RATIO. SAWED JOINTS MAY

OPTIONALLY BE CONSTRUCTION JOINTS. COLUMN ISOLATION JOINTS ARE

NOT REQUIRED AROUND COLUMNS WHICH BEAR ON THE SLAB.

7. RECESS SLAB AT EXTERIOR ROLL-UP DOORS. REFER TO "TYPICAL SLAB AT

EXTERIOR OPENING" ON SHEET SB502.

8. REFER TO ARCHITECTURAL DRAWINGS FOR MASONRY WALL LOCATIONS,

DIMENSIONS, HEIGHTS AND OPENINGS, REFER TO SHEET SF501 FOR WALL

REINFORCING. CONSTRUCT THICKENED SLAB UNDER ALL INTERIOR

MASONRY WALLS, REFER TO TYPICAL DETAIL ON SB502.

9. ANCHOR ROD SIZE, LOCATION, AND LAYOUT IS PART OF THE DELEGATED

METAL BUILDING SYSTEM DESIGN, REFER TO SHEET SB503 FOR TYPICAL

BASIS-OF-DESIGN DETAILS.

C5 C6 C7

CA

25'-0" 25'-0"

1 1/2", 20 GA COMPOSITE METAL DECK WITH 3

1/2" NW CONCRETE (5" MIN TOTAL THICKNESS),

WITH 6x6 W2.1xW2.1 WWR. TOC [+10'-1 1/4"]

1'-8" 1'-3 5/8"

'-0

W16X40 W16X40

PORTAL FRAME

(BY MBS)

'-6

/8

TOS [+9'-8 1/4"]

(TYP, UON)

W

X

W

X

W

X

W

X

A4

SB101C

A2

SB101C

______ W16 FRAMES TO

MBS COLUMN (TYP)

Ru = 60 kips

BEAMS EQUALLY

SPACED, 6'-0" MAX

W

X

W

X

W

X

W

X

W

X

OPEN OPEN

B5

SF501

C

X

.7

C

X

.7

CA

PLATFORM FRAMING,

SEE PLAN

MBS FRAME

MBS WALL GIRT

BOND BEAM LINTEL,

SEE SCHEDULE

VENEER LINTEL,

SEE SF501

CONTINUOUS

POUR STOP

1"

EOS

5"

SHEAR CONNECTION

TO MBS COLUMN

CONT L3x3x1/4 (GALV)

WITH 1/2"Ø HD SCREW

ANCHORS 24" OC,

3" EMBEDMENT

GALVANIZED STEEL

WELDED RECTANGULAR

BAR GRATING:

1"x3/16" BEARING BARS, WITH CROSS BARS 4" OC

GALVANIZED

CHANNEL,

SEE PLAN

MARINE ENGINE

TEST TANK

CONCRETE FOOTING

REINFORCED WITH

#5 AT 12" OC, EW, BOTTOM

#5 VERTICAL

AT 12" OC WITH

STD 90° HOOK

(2) #5 CONT

HORIZONTAL

PAVING, SEE

CIVIL DWGS

1' -1

1'

-0

8"8"

1/2"Ø HD SCREW

ANCHOR, 4-1/4"

EMBEDMENT

GALVANIZED

CHANNEL,

SEE PLAN

L3x3x1/4x0'-3" (GALV)

AT CHANNEL

BETWEEN CHANNELS

3/16

1/

2"

1/

2"

CONT POUR STOP

CFS FRAMING,

SEE ARCH

CMU WALL,

SEE PLAN

BEAM,

SEE PLAN

GROUT TOP

TWO (2) COURSES

SOLID, CONT

CONT C12 WITH 3/4"Ø

ADHESIVE ANCHOR, 5"

EMBED INTO GROUTED

CMU AT 32" OC

[SEE PLAN]

TOS

FLOOR SLAB,

SEE PLAN

4"

5 1/2"

C1 C2 C3 C4 C5 C6 C7 C8

CA

CF

23'-0" 23'-0" 4'-0" 23'-0" 25'-0" 25'-0" 25'-0"

2'-0" 2'-0"

225'-0"

1' -4

'-4

25'-0"

WF2.0 WF2.0 WF2.0 WF2.0

WF2.0 WF2.0 WF2.0 WF2.0 WF2.0

W F

2.

F8x10 F8x10 F8

F8x10

F8x10 [-3'-4"]

F8 F8

S3

W F

2.

WF2.0

W F

2.

PORTAL FRAME (MBS)

PORTAL FRAME (MBS)

'-0

FREE-STANDING CRANE

SUPPORT COLUMN, BY

CRANE MANUFACTURER.

(6) POSTS AS INDICATED.19

'-0

'-0

7'

-0

18'-6" 2'-3"

SEE 'TYPICAL CRANE

SUPPORT FOUNDATION' ON

SHEET SB102C

F4

F4

F4

F4

CE

CD

CC

CB

1' -4

'-0

'-6

'-4

'-0

'-6

B5

SB101C

T -2

T -2

T -2

T -2

S F

S

F WF2.0

TOF

[-3'-6"]

TOF

[-2'-4"]

TOF

[-2'-4"]

TOF

[-2'-0"]

TOF

[-1'-4"]

TOF

[-1'-4"]

6'-0" 11'-0"

6' -8

6'

-8 "C5X9

C 5X

C5X9

C 5X

A-2

A-2

PIER P-2

[+0'-6"] TOC

PIER P-2

[+0'-6"] TOC

PIER P-2

[+0'-6"] TOC

PIER P-2

[+0'-6"] TOC

PIER P-2

[+0'-6"] TOC

PIER P-2

[+0'-6"] TOC

CONCRETE BASE

AND WALLS AT

MARINE ENGINE

TEST TANK

CMU WALL 'M3'

M A

T C

H

LI

N E

S B

2C

A-2

A-2 A-2

F8 F8 F8

F8 F8 F8F8

CONCRETE PAVEMENT,

SEE SITE PLANS

CMU WALL 'M3'

TS

TS

S F

S F

S F

A-2 A-2

A-2

S F

1' -4

T

Y P

10", TYP

12" THICKENED SLAB

(2'-0"x2'-0") AT BOLLARDS, SEE ARCH DWGS

FOR LOCATIONS (TYP)

2'-0" FTG CL

VIRGINIA BEACH, VA 23462

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A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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A V

Y N

A V

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F A

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IN

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

N

A V

A L

S T

A T

IO

N

N

O R

F O

L K

V

A

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

XXXXX-XX-X-XXXX

1572053

SB101C

P S

O F

M O

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P O

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M A

IN

T

E N

A N

C E

E X

P A

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A

JES

12827053

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

JA

C

K S

O N

V

IL

LE

, N

C M

C B

C A

M P

L E

JE

U

N E

EJA

NBJ

3/4" = 1' - 0" 0 1' 5'6" 2' 3' 4'

1/8" = 1' - 0" 0 5' 10' 15' 30'

GRAPHIC SCALE(S)

KEY PLAN

AREA A AREA B

FOUNDATION PLAN NOTES

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

RR456 - MECHANICAL PLATFORM PLAN - AREA A

SCALE: 3/4" = 1'-0" (SB101C)

A2

SECTION

SCALE: 3/4" = 1'-0" (SB101C)

B5

SECTION

SCALE: 3/4" = 1'-0" (SB101C)

A4

SECTION

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

FOUNDATION PLAN - AREA A

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R clacross

1. TOP OF CONCRETE SLAB-ON-GRADE ELEVATION IS [0'-0"], UNLESS

OTHERWISE NOTED.

2. TOP OF FOOTING ELEVATION IS [-1'-4"], UNLESS OTHERWISE NOTED.

3. SLABS-ON GRADE ARE INDICATED AS "SX", REFER TO SCHEDULE ON SHEET

SB502.

4. COLUMNS BEAR ON TOP OF SLAB-ON-GRADE, TYPICAL.

REFER TO "TYPICAL METAL BUILDING COLUMN ANCHORAGE" ON SHEET

SB503 FOR THICKENED SLAB AND REINFORCING AT COLUMN LOCATIONS.

COLUMN ANCHORAGE IS INDICATED ON PLANS AS "A-X".

ANCHORAGE IS TYPE A-1, UNLESS OTHERWISE NOTED.

5. THICKENED SLAB TENSION TIES ARE INDICATED ON PLAN AS "T-x".

REFER TO "TYPICAL THICKENED SLAB TENSION TIE" ON SHEET SB503.

6. LOCATE SAWED CONTROL JOINTS IN SLABS-ON-GRADE 16'-0" OC MAXIMUM,

AT RE-ENTRANT CORNERS, AND AS REQUIRED BY SLAB PLACEMENT

SEQUENCE, MAXIMUM 1.5:1 PANEL ASPECT RATIO. SAWED JOINTS MAY

OPTIONALLY BE CONSTRUCTION JOINTS. COLUMN ISOLATION JOINTS ARE

NOT REQUIRED AROUND COLUMNS WHICH BEAR ON THE SLAB.

7. RECESS SLAB AT EXTERIOR ROLL-UP DOORS. REFER TO "TYPICAL SLAB AT

EXTERIOR OPENING" ON SHEET SB502.

8. REFER TO ARCHITECTURAL DRAWINGS FOR MASONRY WALL LOCATIONS,

DIMENSIONS, HEIGHTS AND OPENINGS, REFER TO SHEET SF501 FOR WALL

REINFORCING. CONSTRUCT THICKENED SLAB UNDER ALL INTERIOR

MASONRY WALLS, REFER TO TYPICAL DETAIL ON SB502.

9. ANCHOR ROD SIZE, LOCATION, AND LAYOUT IS PART OF THE DELEGATED

METAL BUILDING SYSTEM DESIGN, REFER TO SHEET SB503 FOR TYPICAL

BASIS-OF-DESIGN DETAILS.

GRID

RR456 MBS FRAME REACTIONS

DEAD ROOF LIVE WIND

HORIZ VERT HORIZ VERT HORIZ VERT

NOTES:

1. FRAME REACTIONS INDICATED WERE USED FOR DESIGN OF

COLUMN FOUNDATIONS AND ANCHOR ROD EMBEDMENT.

2. TABULATED REACTIONS ARE PRELIMINARY.

MBS MANUFACTURER MUST SUBMIT FINAL REACTIONS

PRIOR TO CONSTRUCTION OF FOUNDATIONS.

3. REACTIONS ARE UNFACTORED. WIND REACTIONS ARE

ULTIMATE (1.0 WIND), BASED ON ASCE 7-10.

4. UNITS ARE KIPS (1000 LB)

5. SIGN CONVENTION:

+ HORIZ + HORIZ

+ VERT + VERT

CA: C4-C13

CF: C4-C13

15 14 20 -33 -47

C4: CB,CC,CD,CE

0 2 0 4 ±5 0

CA: C1-C3

5 8 12 20 +11/-14 +22/-26

CF: C1-C3

C13: CB,CC,CD,CE

x1 xA

LETTERED GRID LINE

INDICATES OUTSIDE

FACE OF MBS FRAME

8" x2

NUMBERED GRID LINE

INDICATES CENTERLINE

OF MAIN MBS FRAME

AND FOOTING

END WALL COLUMNS

NOT CENTERED ON

NUMBERED GRID

1'-4 1/2"

G

IR

T

1/

2"

OUTSIDE

FACE OF GIRT

OUTSIDE

FACE OF GIRT

GIRT

8 1/2" xB

6"

CL OF COLUMN

FOOTINGS

3"

MAIN MBS FRAME

C9 C10 C11 C12 C13

CA

CF

25'-0" 25'-0" 25'-0" 23'-0"

2'-0"

1' -4

'-4

225'-0"

25'-0"

WF2.0 WF2.0 WF2.0 WF2.0 WF2.0

WF2.0WF2.0WF2.0WF2.0WF2.0

W F

2.

F8 F6

F4

F4

F8 F8 [-2'-4"]

S3

PORTAL FRAME (MBS)

PORTAL FRAME (MBS)

F4

F4

CE

CD

CC

CB

'-0

'-6

'-4

'-0

'-6

1' -4

T -2

T -2

T -2

T -2

SF

SF

SF

SF

TOF

[-2'-4"]

TOF

[-3'-6"]

TOF

[-2'-4"]

S F

TOF

[-2'-4"]

TOF

[-3'-6"]

TOF

[-2'-4"] A-2 A-2

S B

1C

M A

T C

H

LI

N E

'-0

F8

A-2

F8 F6

A-2

F8 F8 F8

A-2

TS

S F

S

FS

F

A-2

A-2 A-2

T Y

P

1'-4", TYP

12" THICKENED SLAB

(2'-0"x2'-0") AT BOLLARDS, SEE ARCH DWGS

FOR LOCATIONS (TYP)

CONCRETE

SLAB-ON-GRADE

DESIGN OF CRANE FRAME

ANCHOR RODS DELEGATED

TO CONTRACTOR

FREE-STANDING CRANE

FRAMEWORK BASIS OF BID:

2'-0"x2'-0" PIER

WITH (8) #5

VERTICAL, #4 TIES

[SEE PLAN]

TOC

NOTE:

SUBMIT CRANE FRAME REACTION LOADS FOR

VERIFICATION OF FOOTING AND PIER DESIGN.

COORDINATE WITH BUILDING FOUNDATIONS AND SLAB.

[SEE PLAN]

TOF

BASIS OF BID:

5'-0"x5'-0"x1'-0" FOOTING

WITH (5) #5 EW T&B

(3) TIES AT 2" OC,

REM AT 6" OC

VIRGINIA BEACH, VA 23462

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A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

N

A V

A L

S T

A T

IO

N

N

O R

F O

L K

V

A

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

XXXXX-XX-X-XXXX

1572053

SB102C

P S

O F

M O

T O

R T

R A

N S

P O

R T

M A

IN

T

E N

A N

C E

E X

P A

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IO

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S

IT

E

R R

F

O U

N D

A

TI

O N

P

LA

N

A R

E A

B

JES

12827054

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

JA

C

K S

O N

V

IL

LE

, N

C M

C B

C A

M P

L E

JE

U

N E

EJA

NBJ

AREA A AREA B

1/8" = 1' - 0" 0 5' 10' 15' 30'

GRAPHIC SCALE(S)

KEY PLAN

FOUNDATION PLAN NOTES

SCALE: NOT TO SCALE

TYPICAL COLUMN GRID LAYOUT

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

FOUNDATION PLAN - AREA B

SCALE: NOT TO SCALE

TYPICAL CRANE SUPPORT FOUNDATION

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R clacross

LATERAL LOAD - RESISTING SYSTEM NOTES DESIGN NOTES

1. THESE DESIGN NOTES APPLY ONLY TO BUILDING RR456. REFER TO S-001 FOR ADDITIONAL DESIGN

INFORMATION APPLICABLE TO THIS BUILDING.

2. DESIGN LOAD CRITERIA:

A. GENERAL:

RISK CATEGORY II

B. DEAD LOADS:

MINIMUM SUPERIMPOSED DEAD LOAD 5 PSF

C. LIVE LOADS:

SLAB-ON-GRADE 150 PSF

RACK STORAGE 6,000 LB POST LOAD

D. SNOW LOADS:

EXPOSURE FACTOR, Ce 1.0 THERMAL FACTOR, Ct 1.0 IMPORTANCE FACTOR, Is 1.0

MINIMUM LOW SLOPE ROOF SNOW LOAD 10 PSF

E. WIND LOADS:

ULTIMATE DESIGN WIND SPEED, V(ULT) 140 MPH

NOMINAL DESIGN WIND SPEED, V(ASD) 109 MPH

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCPI ±0.55 (PARTIALLY ENCLOSED)

WIND BASE SHEAR (1.0 WIND) (ESTIMATED) VX=52K (LONGITUDINAL)

VY=135K (TRANSVERSE)

BUILDING IS IN A WIND-BORNE DEBRIS REGION, REQUIRING PROTECTION OF OPENINGS IN

ACCORDANCE WITH UFC 3-301-01

F. SEISMIC LOADS:

SEISMIC IMPORTANCE FACTOR, IE 1.0

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE-RESISTING SYSTEM STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 3

SEISMIC RESPONSE COEFFICIENT, CS 0.053

SEISMIC BASE SHEAR (ESTIMATED) VX = VY = 36K

G. ANTITERRORISM AND FORCE PROTECTION:

BUILDING CATEGORY LOW OCCUPANCY

LEVEL OF PROTECTION EXEMPT

3. RACK STORAGE BASIS-OF-DESIGN:

SUPPORTED SHELVING LEVELS 2

SUPPORTED WEIGHT PER LEVEL 1500 LB

RACK LEG SPACING 4'-0" X 8'-0"

PRE-ENGINEERED METAL BUILDING NOTES

REFER TO SHEETS S-001, S-002 AND S-003

FOR ADDITIONAL GENERAL NOTES1. THE LATERAL LOAD-RESISTING SYSTEM OF THE COMPLETED STRUCTURE IN THE NORTH-SOUTH

AND EAST-WEST DIRECTIONS IS PROVIDED BY THE METAL BUILDING SYSTEM FRAMING.

1. ROOF DECK NOT PART OF A METAL BUILDING SYSTEM MUST COMPLY WITH THE FOLLOWING:

1 1/2" DEEP WIDE RIB DECK, FABRICATED OF GALVANIZED (G60) STEEL CONFORMING TO

ASTM A653, WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. t = 0.0358IN (20 GAGE) B. Ip= 0.201 IN4/FT C. Sp= 0.234 IN3/FT D. Sn= 0.247 IN3/FT E. Fy= 33 KSI

FASTEN ROOF DECK TO THE SUPPORTING STRUCTURE WITH #12 SELF-TAPPING SCREWS AT

A 36/4 PATTERN. FASTEN SIDELAPS WITH #10 SELF-TAPPING SCREWS 8" OC BETWEEN SUPPORTS.

FASTEN DISCONTINUOUS SIDE OF DECK TO SUPPORTING STRUCTURE WITH #12 SELF-TAPPING

SCREWS AT 8" OC UNLESS OTHERWISE NOTED.

2. INSTALL STEEL DECK CONTINUOUS FOR THREE OR MORE SPANS WHERE FEASIBLE. INDICATE ALL

SINGLE AND 2-SPAN CONDITIONS ON THE DECK SHOP DRAWINGS.

STEEL DECK NOTES

1. DESIGN CRITERIA:

A. REFER TO DESIGN NOTES (S-001, S-001D) FOR CODES AND DESIGN LOAD CRITERIA

B. MAXIMUM HORIZONTAL DRIFT FROM WIND LOAD (10-YEAR MRI) = H/480 (H = MEAN ROOF HEIGHT

OF STRUCTURE).

C. MINIMUM COLLATERAL LOAD = 5 PSF PLUS ROOFTOP EQUIPMENT AND APPURTANCES.

COORDINATE WEIGHTS AND LOCATIONS OF ACTUAL EQUIPMENT PROVIDED WITH THE TRADES

PROVIDING EQUIPMENT.

D. COLUMN BASES MUST BE DESIGNED AS PINNED.

2. THE METAL BUILDING SYSTEM CONSISTS OF A RIGID CLEAR-SPAN STRUCTURE WITH PRIMARY FRAMING MEMBERS SPANNING IN THE DIRECTION INDICATED. LATERAL-LOAD RESISTANCE IN THIS DIRECTION IS PROVIDED BY THE RIGID FRAMES. PERPENDICULAR TO THE RIGID FRAMES, LATERAL

LOADS ARE RESISTED BY DIAGONAL BRACING OR PORTAL FRAMES AS INDICATED. LOCATE

LATERAL-LOAD RESISTING SYSTEMS AS INDICATED ON PLAN. DIAGONAL BRACING AND PORTAL

FRAMING MUST NOT INTERFERE WITH UTILITIES, FEATURES, EQUIPMENT, OR EGRESS, AND MUST

FIT WITHIN WALL ENCLOSURES AS SHOWN. INDICATE LOCATION AND CONFIGURATION OF ALL

BRACING ON METAL BUILDING SHOP DRAWINGS.

3. THE METAL BUILDING SYSTEM DESIGN IS DELEGATED TO THE CONTRACTOR. SHOP DRAWINGS

MUST BE SEALED BY A NORTH CAROLINA PROFESSIONAL ENGINEER AND SUBMITTED FOR

APPROVAL. SUBMIT A FINAL SET FOR RECORD.

4. THE METAL BUILDING SYSTEM SUPPLIER MUST DESIGN ANCHOR ROD SIZE, QUANTITY, AND

CONFIGURATION. ANCHOR RODS MUST CONFORM TO ASTM F1554, GRADE 36 (MIN).

REFER TO FOUNDATION DETAILS FOR MINIMUM EMBEDMENT, BASED ON THE ESTIMATED

REACTIONS INDICATED.

5. THE METAL BUILDING SYSTEM DESIGN MUST INCLUDE BRACING FOR INTERIOR AND EXTERIOR

WALLS (MASONRY AND COLD-FORMED STEEL).

6. FOUNDATIONS AND ANCHOR ROD EMBEDMENTS HAVE BEEN DESIGNED FOR THE ESTIMATED

BUILDING FRAME REACTIONS INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED

RE-DESIGN OF THE FOUNDATIONS OR ANCHOR RODS BASED ON THE ACTUAL REACTIONS

PROVIDED BY THE METAL BUILDING SYSTEM DESIGNER, AT NO COST TO THE GOVERNMENT.

COMPLY WITH DELEGATED DESIGN SUBMITTAL REQUIREMENTS, SEE SHEET S-001.

7. DO NOT INSTALL FOUNDATIONS OR ANCHOR RODS UNTIL BUILDING FRAME REACTIONS HAVE BEEN

SUBMITTED TO THE CONTRACTING OFFICER, AND THE FOUNDATION AND ANCHOR ROD DESIGN

HAS BEEN CHECKED AND APPROVED.

x1 xA

LETTERED GRID LINE

INDICATES OUTSIDE

FACE OF MBS FRAME

8" x2

NUMBERED GRID LINE

INDICATES CENTERLINE

OF MAIN MBS FRAME

AND FOOTING

END WALL COLUMNS

NOT CENTERED ON

NUMBERED GRID

1'-4 1/2"

G

IR

T

1/

2"

OUTSIDE

FACE OF GIRT

OUTSIDE

FACE OF GIRT

GIRT

8 1/2" xB

6"

CL OF COLUMN

FOOTINGS

3"

MAIN MBS FRAME

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

N

A V

A L

S T

A T

IO

N

N

O R

F O

L K

V

A

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

XXXXX-XX-X-XXXX

1572053

S-001D

P S

O F

M O

T O

R T

R A

N S

P O

R T

M A

IN

T

E N

A N

C E

E X

P A

N S

IO

N

S

IT

E

R R

S

TR

U

C T

U R

A L

N O

TE

S

JES

12827055

PAA SMS

12/2/2020

APPROVED BY SOFIA SCHWARTZ, DEPUTY DIRECTOR

OF INSTALLATION DEVELOPMENT, WITH MCB CAMP

LEJEUNE, VIA EMAIL

SGL/JPC

JA

C

K S

O N

V

IL

LE

, N

C M

C B

C A

M P

L E

JE

U

N E

EJA

NBJ

SCALE: NOT TO SCALE

TYPICAL COLUMN GRID LAYOUT

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R clacross

D1 D2 D3 D4 D5

DA

DC

DE

2'-0" 23'-0" 25'-0" 25'-0" 25'-0"

'-0

250'-0"

WF2.0 WF2.0 WF2.0 WF2.0

WF2.0 WF2.0 WF2.0 WF2.0

F8

F6

F8

'-8

'-0

'-0

'-8

W F

2.

W F

2.

W F

2.

W F

2.

S2

PORTAL FRAME (MBS)

PORTAL FRAME (MBS)

DB

DD

1' -4

1'

-4

T -2

T -2

T -2

T -2

F8 F8 F8

F8F8

F8

F6

F4

F4

F4

A-2A-2 A-2

A-2A-2A-2A-2

A-2

TS TS

M A

T C

H

LI

N E

S B

2D

10", TYP

1' -4

T

Y P

12" THICKENED SLAB

(2'-0"x2'-0") AT BOLLARDS, SEE ARCH DWGS

FOR LOCATIONS (TYP)

1. TOP OF CONCRETE SLAB-ON-GRADE ELEVATION IS [0'-0"], UNLESS

OTHERWISE NOTED.

2. TOP OF FOOTING ELEVATION IS [-1'-4"], UNLESS OTHERWISE NOTED.

3. SLABS-ON GRADE ARE INDICATED AS "SX", REFER TO SCHEDULE ON SHEET

SB502.

4. COLUMNS BEAR ON TOP OF SLAB-ON-GRADE, TYPICAL.

REFER TO "TYPICAL METAL BUILDING COLUMN ANCHORAGE" ON SHEET

SB503 FOR THICKENED SLAB AND REINFORCING AT COLUMN LOCATIONS.

COLUMN ANCHORAGE IS INDICATED ON PLANS AS "A-X".

ANCHORAGE IS TYPE A-1, UNLESS OTHERWISE NOTED.

5. THICKENED SLAB TENSION TIES ARE INDICATED ON PLAN AS "T-x".

REFER TO "TYPICAL THICKENED SLAB TENSION TIE" ON SHEET SB503.

6. LOCATE SAWED CONTROL JOINTS IN SLABS-ON-GRADE 16'-0" OC MAXIMUM,

AT RE-ENTRANT CORNERS, AND AS REQUIRED BY SLAB PLACEMENT

SEQUENCE, MAXIMUM 1.5:1 PANEL ASPECT RATIO. SAWED JOINTS MAY

OPTIONALLY BE CONSTRUCTION JOINTS. COLUMN ISOLATION JOINTS ARE

NOT REQUIRED AROUND COLUMNS WHICH BEAR ON…