FINAL DESIGN_1667770dwg1of2CLWS.pdf

CONTAINERIZED LONG WEAPONS STORAGE (CLWS)

SITE OF CLWS MAGAZINE

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

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CHIEF ENG/ARCH

FIRE PROTECTION

VISITOR

ENTRANCEPROJECT SITE

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

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FIRE PROTECTION

DEPARTMENT OF DEFENSE EXPLOSIVES SAFETY BOARD (DDESB) APPROVAL NOTES

DO NOT REMOVE THESE NOTES WHEN PREPARING CONSTRUCTION DRAWINGS FOR SITE ADAPTION.

1. THIS STANDARD IS APPROVED BY THE DEPARTMENT OF DEFENSE EXPLOSIVE SAFETY BOARD

(DDESB) AS A 7-BAR EARTH COVERED MAGAZINE AND MAY BE SITED AS AN EXPOSED SITE

MAGAZINE FROM OTHER POTENTIAL EXPLOSION SITES STORING UP TO 500,000 LBS HAZARD

DIVISION 1.1 EXPLOSIVES.

2. THE DESIGN AND DETAILING OF THIS STANDARD MAGAZINE FOR BLAST LOADING IS THE SOLE

RESPONSIBILITY OF THE GOVERNMENT. THE GOVERNMENT IS THE ENGINEER OF RECORD FOR

THE BLAST DOOR.

3. ANY DEVIATION FROM THESE STANDARD DRAWINGS, EXCEPT FOR FOUNDATION MODIFICATIONS, WITHOUT THE WRITTEN APPROVAL FROM THE DEPARTMENT OF DEFENSE EXPLOSIVE SAFETY

BOARD (DDESB) MAY REQUIRE THE MAGAZINE TO BE CONSIDERED AN UNDEFINED MAGAZINE AND

MAY SEVERELY RESTRICT THE ALLOWABLE STORAGE CAPACITY.

GENERAL PROJECT SYMBOLS

A1 VIEW TITLE

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THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE MEANS OR METHOD OF

CONSTRUCTION. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE

STRUCTURE, WORKERS OR OTHER PERSONS DURING CONSTRUCTION. SUCH

MEASURES MUST INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR

CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS,

SCAFFOLDING, PLANKING, SAFETY NETS, ETC.

THE CONTRACTOR MUST ENGAGE PROPERLY QUALIFIED PERSONS TO

DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES MUST

BE USED DURING CONSTRUCTION. THE CONTRACTOR MUST ALSO PROVIDE

THEIR OWN THIRD-PARTY INSPECTOR TO REVIEW AND VERIFY INSTALLATION OF

ALL TEMPORARY PRECAUTIONARY MEASURES

CONSTRUCTION PROCEDURES &

SAFETY REQUIREMENTS:

THE CONTRACTOR MUST COMPLY WITH ALL APPLICABLE CITY, COUNTY, STATE,

FEDERAL, AND INTERNATIONAL LAWS, INCLUDING THE OCCUPATIONAL SAFETY

AND HEALTH ACT (OSHA) AND REGULATIONS ADOPTED PURSUANT THERETO.

THE CONTRACTOR MUST SUPERVISE AND DIRECT THE WORK SO AS TO MAINTAIN

RESPONSIBILITY FOR COORDINATING THE WORK OF ALL TRADES AND THE

CHECKING OF ALL DIMENSIONS. ALL DISCREPANCIES MUST BE CALLED TO THE

ATTENTION OF THE CONTRACTING OFFICER AND MUST BE RESOLVED BEFORE

PROCEEDING WITH THE WORK.

CONSTRUCTION LOADS INCLUDING MATERIALS MUST NOT EXCEED THE DESIGN

LIVE LOAD. PROVIDE ADEQUATE SHORING, RESHORING AND/OR BRACING

WHERE REQUIRED.

EQUIPMENT PENETRATION OPENINGS AND LOCATIONS WHEN INDICATED ON

DRAWINGS ARE FOR INFORMATION ONLY AND MUST BE VERIFIED WITH THE

APPROPRIATE DRAWING AND/OR EQUIPMENT SUPPLIER BEFORE CONSTRUCTION.

THE STRUCTURAL DRAWINGS SHOW ONLY THE BASIC STRUCTURAL SYSTEM.

REFER TO OTHER DRAWINGS FOR ORNAMENTS, GROOVES, CLIPS, GROUNDS,

SLAB DEPRESSIONS, CURBS, EQUIPMENT PADS, PENETRATIONS, NON-BEARING

WALLS AND OTHER NON-STRUCTURAL ITEMS.

GENERAL NOTES AND STANDARD DETAILS MUST BE USED WHERE APPLICABLE,

UNLESS NOTED OTHERWISE. NOTES AND DETAILS ON THE DRAWINGS MUST

TAKE PRECEDENCE OVER GENERAL NOTES AND STANDARD DETAILS. WHERE

CONFLICTS ARISE BETWEEN DRAWINGS AND SPECIFICATIONS, MOST STRINGENT

WILL GOVERN. CONTACT THE CONTRACTING OFFICER IN WRITING FOR

CLARIFICATION BEFORE PROCEEDING WITH WORK.

ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE

CONTRACT DOCUMENTS MUST BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER IN WRITING BEFORE PROCEEDING WITH ANY WORK

INVOLVED.

DIMENSIONS MUST NOT BE SCALED FROM THE PLANS, SECTIONS AND/OR

DETAILS OF THE STRUCTURAL DRAWINGS.

ALL MATERIALS AND WORKMANSHIP MUST CONFORM TO THE DRAWINGS AND

SPECIFICATIONS.

SEE STRUCTURAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL

OPENINGS REQUIRED FOR DUCT WORK, PIPES AND PIPE SLEEVES.

OPENINGS OR POCKETS LARGER THAN 6 INCHES NOT INDICATED IN

STRUCTURAL DRAWINGS MUST NOT BE PLACED WITHOUT WRITTEN

NOTIFICATION OF THE CONTRACTING OFFICER.

1.

2.

3.

4.

5.

DESIGN CRITERIA:

7.

6.

5.

4.

3.

2.

B.

A.

FOUNDATIONS:

ALL ROUGHENED SURFACES IN CONCRETE MUST BE MADE WITH A MINIMUM

AMPLITUDE OF 1/4 INCH.

CONDUIT OR PIPE SIZE (O.D.) MUST NOT EXCEED 30 PERCENT OF SLAB

THICKNESS AND MUST BE PLACED BETWEEN THE TOP AND BOTTOM

REINFORCING UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATIONS

OF CONDUITS OR PIPES MUST BE AVOIDED EXCEPT WHERE DETAILED OPENINGS

ARE PROVIDED.

PROVIDE SLEEVES FOR ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING.

DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS

NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE STRUCTURAL ENGINEER AND

CONTRACTING OFFICER IN ADVANCE IF THE FIELD CONDITIONS DO NOT REFLECT

THE CONDITIONS SHOWN ON THE DRAWINGS.

PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., MUST BE FORMED

WITH 3/4 INCH CHAMFER, UNLESS OTHERWISE NOTED.

ALL STRUCTURAL CONCRETE:

CHLORIDES OR CHLORIDE SALTS ARE NOT ALLOWED IN THE CONCRETE MIXES.

CONCRETE AGGREGATES

CAST-IN-PLACE CONCRETE:

CONCRETE MUST ATTAIN THE FOLLOWING 28-DAY COMPRESSIVE STRENGTHS,

UNLESS OTHERWISE INDICATED;

MATERIAL MUST CONFORM TO ALL OF THE FOLLOWING STANDARD

SPECIFICATIONS, LATEST EDITION:

THE DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE MUST CONFORM

TO THE ACI BUILDING CODE (ACI 318) AND THE FOLLOWING CODES AND

STANDARD SPECIFICATIONS:

ALL REINFORCING STEEL DETAILING AND PLACEMENT MUST CONFORM TO THE

ACI DETAILING MANUAL PUBLICATION SP-66, "BUILDING CODE REQUIREMENTS

FOR REINFORCED CONCRETE" ACI-318, AND THE "MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI-315.

PROVIDE ADEQUATE BOLSTERS, HI-CHAIRS, SUPPORT BARS, ETC., TO MAINTAIN

SPECIFIED COVER FOR THE ENTIRE LENGTH OF ALL REINFORCING. SECURE ALL

REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS IN

POSITION PRIOR TO PLACING CONCRETE.

12.

11.

10.

9.

8.

A.

WELDED WIRE FABRIC

REINFORCING STEEL

PORTLAND CEMENT

CONCRETE PLACEMENT

CONCRETE MIXING

D.

C.

B.

A.

B.

A.

1.

5.

3.

2.

7.

5,000 PSI

ASTM A615 DEFORMED

BARS (GRADE 60)

ASTM A1064

ASTM C33

ASTM C150, TYPE I OR II

ASTM C304

ASTM C94

B. LEAN CONCRETE:

COORDINATE WITH THE CONTRACTING OFFICER FOR PROCUREMENT AND

INSTALLATION OF INTERNAL LOCKING DEVICE (ILD), BOLTWORKS, AND THE

DISTRIBUTION OF KEY SETS FOR EACH MAGAZINE DOOR. THE ILD MUST BE

PROCURED WITH TWO UNIQUE KEYS IN ORDER TO OPERATE THE BOLTWORKS.

CONTACT THE DoD LOCK PROGRAM FOR DIRECTIONS ON HOW TO PROCURE THE

INTERNAL LOCKING DEVICE (ILD), BOLTWORKS, AND A LIST OF RECOMMENDED

MANUFACTURERS FOR MAGAZINE DOORS:

A. DoD LOCK PROGRAM: https://navfac.navy.mil/go/locks B. EMAIL: ILD_Field_Support@navy.mil

C. ILD SUPPORT HOTLINE: 805-982-5625.

D. DoD LOCK PROGRAM TECHNICAL SUPPORT HOTLINE: 800-290-7607 OR 805-982-1212.

COORDINATE WITH THE CONTRACTING OFFICER FOR THE CONNECTION OF THE

BALANCED MAGNETIC SWITCH (BMS) ON THE DOOR AND THE ILD, WHICH MUST

BE INSTALLED AND CONNECTED TO THE INTRUSION DETECTION SYSTEM (IDS) BY

NAVY INFORMATION WARFARE CENTER.

8.

3,000 PSI

SEE SHEET S-002 FOR LIGHTWEIGHT CONCRETE MIX DESIGN FOR HIGH

SECURITY MAGAZINE DOOR.

D.

C.

A. 3 INCH

B. 2 INCH

2 INCH

2 INCH

MINIMUM CONCRETE PROTECTION (COVER) FOR REINFORCEMENT MUST BE

PROVIDED AS FOLLOWS UNLESS SPECIFICALLY CALLED OUT OTHERWISE IN

PLANS AND DETAILS:

CONCRETE PLACED AGAINST EARTH.

CONCRETE PLACED AGAINST FORM AND

LATER EXPOSED TO EARTH OR WEATHER.

COLUMNS AND BEAMS (FROM TIE OR STIRRUP).

SLAB EXPOSED TO WEATHER OR GROUND.

E. 3/4 INCHSLABS AND WALLS (NOT EXPOSED

TO WEATHER OR GROUND).

NEAR SIDE

FAR SIDE

STRUCTURAL ABBREVIATIONS:

TOP OF SLAB, TOP OF STEEL

UNLESS NOTED OTHERWISE

VERTICAL

HORIZONTAL

JOINT

INTERMEDIATE

INFORMATION WITH

COMPLETE JOINT PENETRATION

ANCHOR BOLT

GAUGE

FOOT OR FEET

FINISH FLOOR

FINISH

FLOOR

EXTERIOR

EACH SIDE

EQUAL

EACH FACE

EACH

DRAWING

DIMENSION

DIAMETER

DETAIL

DOUBLE

CONTINUOUS

CONSTRUCTION

CONNECTION

CONCRETE

COLUMN

CLEAR (ANCE)

CAST-IN-PLACE

BOTTOM

BEAM

ARCHITECTURAL

APPROXIMATE

ALTERNATE

MINIMUM

ON CENTER

REQUIRED

SCHEDULE

SECTION

STANDARD

THROUGH

STIFFENER

MISCELLANEOUS

NOT IN CONTRACT

NOT TO SCALE

OPPOSITE HAND

REINFORCEMENT

SPECIFICATIONS

STRUCTURAL

TYPICAL

RADIUS

SHEET

SIMILAR

SQUARE

OPENING

PLATE

MAXIMUM

LONGITUDINAL

LONG LEG VERTICAL

LONG LEG HORIZONTAL

MANUFACTURER

TEMPERATURE STEEL

NS

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VERT, (V)

HORIZ, (H)

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CONSTRUCTION JOINTCJ

MECHANICALMECH

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HSS HOLLOW STRUCTURAL SECTION

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DEFORMED BAR ANCHORDBA

HEADED ANCHOR STUDHAS

DISTANCEDIST

IF INSIDE FACE

THICKTHK

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PART NUMBERPN

GENERAL:

CONTROL JOINTCLJ

9.

10.

(SHEET TYPE, ROLL

TYPE NOT ACCEPTABLE)

4.

STRUCTURAL STEEL:

GALVANIZED IRONGI

TOPT

FOOTINGFTG

7. UNLESS OTHERWISE NOTED WELD ALL SHOP CONNECTIONS AND BOLT ALL FIELD

CONNECTIONS. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS,

UNLESS OTHERWISE DETAILED.

8. DO NOT CUT OR BURN HOLES IN STRUCTURAL STEEL WITHOUT THE APPROVAL OF THE

CONTRACTING OFFICER.

9. SPLICING OF STRUCTURAL STEEL IS NOT PERMITTED UNLESS APPROVED IN WRITING BY

THE CONTRACTING OFFICER.

10. GROUT BELOW BASE PLATES WITH NON-SHRINK GROUT WITH COMPRESSIVE STRENGTH,

f'c = 5,000 PSI.

11. COAT ALL STRUCTURAL STEEL EXPOSED TO SOIL WITH TWO COATS OF COAL TAR EPOXY.

EPOXY MUST MEET THE REQUIREMENTS OF PAINT SPECIFIC SSPC-PAINT 16.

12. BLAST DOOR AND COMPONENTS MUST MEET THE FOLLOWING TOLERANCES.

A. BLAST DOOR MUST HAVE A TOTAL MAX FLATNESS TOLERANCE OF ±1/4" VERTICALLY

AND HORIZONTALLY.

B. TRENCHES AND DOOR GUIDE RAIL MUST HAVE A ±1/4" MAX DIFFERENTIAL

TOLERANCE PER EVERY 37'-0".

C. SECURITY PILASTER AND ALL OTHER VERTICAL AND HORIZONTAL DOOR BEARING

SURFACES MUST HAVE A ±1/4" MAX TOTAL TOLERANCE.

STRUCTURAL STEEL (CONT):

FOUNDATIONFDN

OPENINGS OR PENETRATIONS OF ANY SIZE IN BLAST-RESISTING STRUCTURAL

COMPONENTS (BLAST DOOR, HEADER BEAM, HEADWALL, PILASTERS, ROOF

PANEL, SIDE WALLS, REAR WALL) THAT ARE UNPLANNED OR NOT SHOWN IN THE

DRAWINGS ARE NOT PERMITTED TO BE CONSTRUCTED WITHOUT PRIOR

APPROVAL FROM THE CONTRACTING OFFICER.

C.

6. WELDING OF REINFORCING STEEL IS PROHIBITED.

SS STAINLESS STEEL

THESE CONSTRUCTION DOCUMENTS ARE CONSTRUCTION STANDARDS FOR THE

NAVY CLWS DOUBLE BAY STANDARD MAGAZINES AND HAVE BEEN SITE ADAPTED

BY THE DOR.

1.

TBD TO BE DETERMINED

ASTM A706 GRADE 60 IS NOT EQUIVALENT AND IS NOT ACCEPTABLE.

ORIGINAL STANDARD DRAWING IS NAVFAC DRAWING NUMBER 12877611 SHT 2 OF 51

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1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

SCALE:

CONSTR. CONTR. NO.

NAVFAC DRAWING NO.

EPROJECT NO.:

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

6/3/2025

THESE DRAWINGS ARE AN EXACT REPLICA OF THE STANDARD MAGAZINE TYPE

"CLWS" PROVIDED BY NAVFAC. THE DESIGN WILL BE SITE ADAPTED AND MODIFIED

TO MEET THE SPECIFIC GEOTECHNICAL AND LOADING CONDITIONS SPECIFIC TO

NAVAL SUBMARINE BASE NEW LONDON, GROTON, CONNECTICUT.

1. THE STRUCTURAL DESIGN AND CONSTRUCTION MUST COMPLY WITH THE

FOLLOWING GOVERNMENT STANDARDS:

· UFC 1-200-01, "DESIGN: GENERAL BUILDING REQUIREMENTS"

· FC 1-300-09N, "NAVY AND MARINE CORPS DESIGN PROCEDURES"

2. DESIGN LOADS:

THE FOLLOWING LOADS WERE USED AS BASIS OF DESIGN:

A. DEAD LOADS: ACTUAL WEIGHT

a. SOIL: 110 PCF

B. LIVE LOADS:

a. CANOPY ROOF: 20 PSF

b. ROOF: 100 PSF

c. MAGAZINE FLOOR: 32K (HS 20-44 AXLE)

70.5K (SIDELOADER AXLE)

15K (FORKLIFT AXLE)

31K (CPS CONTAINER EACH)

2,000 PSF (UNIFORM)

d. MECHANICAL ROOM FLOOR: 150 PSF (UNIFORM)

3. WIND DESIGN DATA:

A. DESIGN WIND SPEED: 210 MPH

B. EXPOSURE: "C"

C. RISK CATEGORY: III

4. SEISMIC DESIGN DATA:

A. RISK CATEGORY: III

B. IMPORTANCE FACTOR: 1.25

C. SEISMIC DESIGN CATEGORY: D

D. SITE SEISMICITY: SS = 2.79g

S1 = 0.68g

E. SITE CLASS: D

5. SNOW DESIGN DATA:

A. GROUND SNOW LOAD: 45

B. EXPOSURE FACTOR: 1.0 PSF

C. IMPORTANCE FACTOR: 1.10

D. THERMAL FACTOR: 1.2

6. EXPLOSIVE SAFETY DESIGN LOADS:

A. EXPLOSIVE SAFETY DESIGN LOADS FOR DOOR AND ROOF OF MAGAZINES

ARE PRESCRIBED BY NAVFAC EXWC. DESIGN GUIDANCE IS PROVIDED BY

UFC 3-340-02 2008.

B. TRIANGULAR PULSE LOAD VALUES BASED ON NAVFAC EXWC - DESIGNED

CRITERIA: CONTAINERIZED LONG WEAPONS STORAGE EARTH COVERED

MAGAZINES, DATED NOVEMBER 2019:

C. APPROVED LOCATION AND STORAGE CAPACITY OF EACH ECM MUST BE

DETERMINED BY THE SAFETY OFFICER BASED ON ORIENTATION AND

PROXIMITY RELATIVE TO NEARBY FACILITIES/MAGAZINES.

MEMBER PEAK PRESSURE IMPULSE DURATION

HEAD WALL AND DOOR 301 PSI 2,119 PSI-MS 14.08 MS ROOF

176.3 PSI 1,640 PSI-MS 18.60 MS

1. THE FOUNDATIONS HAVE BEEN DESIGNED USING THE FOLLOWING ALLOWABLE

BEARING PRESSURES:

A. DEAD PLUS LIVE LOAD: 4,000 PSF

B. TOTAL DESIGN LOAD (INCLUDING WIND OR SEISMIC, TRANSIENT LOAD

FACTOR = 1.33): 5,300 PSF

C. BLAST DESIGN LOAD (DYNAMIC INCREASE FACTOR = 2.5): 10,000 PSF

2. EARTH COVER MATERIAL TO BE USED AS MAGAZINE COVER AND WITHIN THE

EMBANKMENT IS TO BE NON-EXPANSIVE, FREE OF DELETERIOUS MATERIAL AND

MEET THE FOLLOWING CHARACTERISTICS:

A. ALLOWABLE WET SOIL DENSITY: 110 - 120 PCF.

B. ASTM D2487 CLASSIFICATION: SM, SM-SC, SC.

C. ASTM D1140 MATERIAL FINER THAN #200 SIEVE (0.075MM) -MIN. 25%: MAX. 50%.

D. MAXIMUM PARTICLE SIZE: 1 INCH

E. ASTM D4318: MAX LIQUID LIMIT = 35, MAX PLASTICITY INDEX = 12.

F. REQUIREMENTS FOR EARTH COVER ECMS IN ACCORDANCE WITH DEFENSE

EXPLOSIVES SAFETY REGULATION (DESR) 6055.09.

3. RETAINING WALLS HAVE BEEN DESIGNED USING THE FOLLOWING CRITERIA.

A. PASSIVE EQUIVALENT FLUID PRESSURE: 300 PSF/FT

B. AT-REST LATERAL PRESSURE w/ 2:1 BACKFILL (RESTRAINED):

· WITHOUT SEISMIC: 32 PSF/ FT

· WITH SEISMIC: 68 PSF/ FT

C. CANTILEVERED WALL LATERAL PRESSURE (UNRESTRAINED):

· WITHOUT SEISMIC: 40 PSF/ FT

· WITH SEISMIC: 102 PSF/ FT

D. FRICTION FACTOR BETWEEN SOIL AND CONCRETE PLACED AGAINST SOIL:

0.35

E. FRICTION FACTOR BETWEEN SOIL AND CONCRETE PLACED AGAINST

FORMWORK: 0.25

F. MINIMUM SOIL COHESIVE STRENGTH: 500 PSF

4. SAND MATERIAL USED AS A FREE-DRAINING LAYER AT THE EXTERIOR CONCRETE

SURFACES AT THE ROOF PANEL, ENDWALL, AND SIDEWALLS MUST MEET

MINIMUM REQUIREMENTS FOR ECMS IN ACCORDANCE WITH DEFENSE

EXPLOSIVES SAFETY REGULATION (DESR) 6055.09.

5. STRUCTURAL DRAWINGS INDICATE GENERAL SOG AND FOUNDATION

PREPARATION. SEE PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

6. ALL FILLING, BACKFILLING AND COMPACTING MUST BE PER PROJECT

SPECIFICATION. COMPACTION OF SOILS ON TOP OF MAGAZINE MUST BE

PERFORMED WITH HAND COMPACTION TOOLS ONLY.

7. EXPANSIVE SOILS MUST NOT BE USED FOR BACKFILL OR FILL. BACKFILL AT

RETAINING WALLS MUST CONFORM TO THE PROJECT SPECIFICATIONS.

8. ALL EXCAVATIONS MUST BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL

BEHIND RETAINING WALLS BEFORE CONCRETE HAS ATTAINED FULL DESIGN

STRENGTH. CONTRACTOR MUST BRACE OR PROTECT ALL BUILDING AND PIT

WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE

COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR

MUST PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF SUCH BRACING.

9. CONTRACTOR MUST PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM

SURFACE WATER, GROUND WATER AND SEEPAGE.

10. CONTRACTOR MUST PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,

SHEETING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS.

11. EXCAVATION FOR FOUNDATIONS MUST BE APPROVED BY THE CONTRACTING

OFFICER PRIOR TO PLACING THE REINFORCING AND CONCRETE.

12. SHALLOW FOOTING FOUNDATIONS MUST BE PLACED AND INSTALLED IN

ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND SPECIFICATIONS

PREPARED FOR THE PROJECT.

13. FOUNDATION BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA

MUST BE MECHANICALLY COMPACTED IN LAYERS PER THE SPECIFICATIONS TO

THE APPROVAL OF THE CONTRACTING OFFICER. FLOODING WILL NOT BE

PERMITTED.

14. NEW FOUNDATIONS MUST BEAR ON APPROVED, UNDISTURBED, NATURAL

SUBGRADE SOILS OR ON PROPERLY COMPACTED AND APPROVED FILL

MATERIALS PLACED DIRECTLY ABOVE APPROVED SUBGRADES AS INDICATED IN

CONSTRUCTION DRAWINGS AND SPECIFICATIONS.

1. DETAIL, FABRICATE, AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE "AISC

SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR

BUILDINGS," LATEST EDITION.

2. CONTRACTOR MUST REVIEW AND APPROVE STRUCTURAL STEEL SHOP DRAWINGS PRIOR TO

SUBMITTAL TO THE CONTRACTING OFFICER. DO NOT BEGIN FABRICATION PRIOR TO THE

COMPLETION OF THE SHOP DRAWING REVIEW PROCESS.

3. FURNISH STRUCTURAL STEEL THAT IS NEW, CLEAN, STRAIGHT, AND CONFORMING TO THE

FOLLOWING STANDARD SPECIFICATION, LATEST EDITION:

A. STRUCTURAL STEEL WIDE FLANGE: ASTM A992

B. STRUCTURAL STEEL CHANNELS, ANGLES, S-SHAPES, AND PLATES: ASTM A992 OR ASTM

A572, GRADE 50

C. HOLLOW STRUCTURAL STEEL SECTIONS: ASTM A500, GRADE C

D. ANCHOR BOLTS: ASTM F1554 (GRADE SPECIFIED AS REQUIRED)

E. HIGH STRENGTH BOLTS: ASTM F3125 GRADE A325

F. HEADED STUD ANCHORS: ASTM A29 (TYPE B)

G. SUBSTITUTIONS OF STEEL SHAPES IS NOT PERMITTED.

4. STRUCTURAL STEEL MUST CONFORM TO THE FOLLOWING PROPERTIES OR COATINGS:

A. ALL WELDMENT AND EMBEDMENTS FABRICATED FOR THE DOOR JAMB, HEAD, LOCKING

PILASTER, AND TRENCH MUST BE MADE OF TYPE 304 STAINLESS STEEL PER ASTM A240.

B. ALL DOOR STRUCTURAL STEEL MUST BE PRIMED AND PAINTED AFTER FABRICATION.

REFER TO DOOR COATINGS NOTES ON S-003.

C. ALL OTHER STRUCTURAL STEEL INCLUDING CANOPY FRAMING MUST BE HOT DIP

GALVANIZED PER ASTM A123 AND COATED A MINIMUM DRY FILM THICKNESS (DFT) OF 12

MILS IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS:

a. PRIMER COAT: SOLVENT-BASED TWO COMPONENT EPOXY ANTI-CORROSIVE PRIMER

(3-5 MILS), MPI (THE MASTER PAINTERS INSTITUTE) #101.

b. INTERMEDIATE COAT: HIGH SOLIDS EPOXY COATING (3-5 MILS). MPI #108.

c. TOP COAT: HIGH SOLIDS POLYURETHANE COATING (3-5 MILS). MPI #72.

D. GALVANIZE STRUCTURAL STEEL AFTER FABRICATION WHERE PRACTICAL. REPAIR

DAMAGED GALVANIZED COATING USING ASTM A780 ZINC-RICH PAINT. FIELD CUTTING OF

ANY HOT-DIP GALVANIZED HARDWARE IS NOT PERMITTED.

5. REPAIR ABRADED AND RUSTED SHOP PAINT WITH SAME PAINT AS SPECIFIED IN STRUCTURAL

STEEL NOTE 4C.

6. WELDING MUST COMPLY WITH THE “STRUCTURAL WELDING CODE - STEEL” (AWS D1.1) AND

THE "STRUCTURAL WELDING CODE - STAINLESS STEEL" (AWS D1.6). WELD ELECTRODES MUST

BE E70XX FOR STEEL AND E308L FOR STAINLESS STEEL. PASSIVATION OF STAINLESS STEEL

WELDS MUST BE PERFORMED PER ASTM A380. UNLESS OTHERWISE NOTED, MINIMUM WELD

SIZE MUST BE 1/4 INCH CONTINUOUS FILLET WELD.

ABOVE FINISHED GRADEAFG

CAST IRONCI

PARTIAL CONTROL JOINTPCJ

S-002

1. ALL COATINGS AND INSTALLATION OF COATINGS MUST COMPLY WITH:

A. UFGS - 09 97 13.27.

B. SHOP COATINGS: SSPC (THE SOCIETY OF PROTECTIVE COATINGS) QP3.

C. FIELD COATINGS: SSPC QP1 + QS1.

D. COLOR: LIGHT GRAY.

2. SURFACE PREPARATION:

A. REMOVE SLAG FROM ALL WELDING SURFACES PRIOR TO CLEANING IN ACCORDANCE WITH NACE

SP0178.

B. SOLVENT CLEAN SURFACE TO BE COATED PRIOR TO ABRASIVE BLASTING IN ACCORDANCE WITH

SSPC SP1.

C. DRY ABRASIVE BLAST TO NEAR WHITE FINISH IN ACCORDANCE WITH SSPC SP10. BLAST PROFILE

MUST BE 1-3 MILS TOOTH HEIGHT.

3. PAINT SYSTEMS:

A. TOTAL COATING DRY FILM THICKNESS (DFT): 12 MILS.

B. PRIMER COAT: ABRASION RESISTANT INORGANIC ZINC SILICATE PRIMER (3-5 MILS). SSPC PAINT

20, TYPE IC, LEVEL 1, WITH AT LEAST 85% ZINC IN DRY FILM.

C. INTERMEDIATE COAT: HIGH SOLIDS EPOXY COATING (3-5 MILS). MPI #108.

D. TOP COAT: HIGH SOLIDS POLYURETHANE COATING (3-5 MILS). MPI #72.

4. ALL SURFACES OF ALL DOOR COMPONENTS MUST BE SOLVENT CLEANED, DRY ABRASIVE BLASTED, AND ZINC RICH PRIMER COATED. PRIOR TO FULLY ASSEMBLING OR FABRICATING DOOR, CLEAN AND

PRIMER SURFACES THAT WILL BECOME INACCESSIBLE AFTER DOOR IS ASSEMBLED. THE DOOR

MUST NOT BE GALVANIZED. EPOXY INTERMEDIATE AND POLYURETHANE TOP COATS MUST BE

APPLIED TO ALL EXTERIOR SURFACES OF THE FULLY-ASSEMBLED DOOR.

DOOR COATINGS:

1. ALL STEEL LOUVERS, VENTILATORS, DOORS AND FRAMES MUST BE ELECTRICALLY BONDED

TO THE MAGAZINE REINFORCING CAGE.

2. ALL STRUCTURAL AND MISCELLANEOUS ITEMS EMBEDDED IN CONCRETE MUST BE

ELECTRICALLY BONDED TO THE REINFORCING CAGE BY WIRE TIES.

3. THE REINFORCING CAGE MUST BE MADE ELECTRICALLY CONTINUOUS BY WIRE TIES AT A

MINIMUM OF 48 INCH ON CENTERS IN EVERY DIRECTION, REFER TO DETAIL A1 ON DRAWING

E-504.

4. ALL WALLS AND CONSTRUCTION JOINTS MUST BE ELECTRICALLY BONDED. SEE THE

ELECTRICAL DRAWINGS FOR DETAILS.

5. ALL STRUCTURAL STEEL AND REINFORCING STEEL MUST BE GROUNDED TO THE

SECONDARY GROUND. SEE THE ELECTRICAL DRAWINGS FOR DETAILS.

6. BURIED OR EMBEDDED ITEMS MUST BE DOCUMENTED WITH PHOTOS AT INTERVALS OF

20 FEET.

ELECTRICAL BONDING & GROUNDING

SPECIAL INSPECTION SCHEDULE/ VERIFICATION

ITEM EXTENT OF

INSPECTION1 REFERENCE COMMENT/ SCOPE

CONCRETE CONSTRUCTION

REINFORCING STEEL PLACEMENT P ACI 318: 26.6.2

INSPECT SIZE, SPACING, COVER, POSITIONING AND GRADE OF REINFORCING STEEL. VERIFY THAT REINFORCING BARS ARE FREE OF FORM OIL OR OTHER DELETERIOUS MATERIALS. INSPECT BAR LAPS AND MECHANICAL SPLICES. VERIFY THAT BARS ARE ADEQUATELY TIED AND SUPPORTED ON CHAIRS OR BOLSTERS. WELDING OF REINFORCEMENT IN STRUCTURAL CONCRETE IS NOT

ALLOWED WITHOUT APPROVAL

CONCRETE PLACEMENT C AC1 318: 26.5.2 INSPECT PLACEMENT OF CONCRETE. VERIFY THAT CONCRETE CONVEYANCE AND DEPOSITING AVOIDS SEGREGATION OR

CONTAMINATION. VERIFY THAT CONCRETE IS PROPERLY CONSOLIDATED.

SAMPLING AND TESTING OF CONCRETE C

ASTM C 172

ASTM C 31

ACI 318: 26.12

TEST CONCRETE COMPRESSIVE STRENGTH, SLUMP, AIR-CONTENT AND TEMPERATURE

CURING AND PROTECTION P ACI 318: 26.5.3-26.5.5 INSPECT CURING, COLD WEATHER PROTECTIONS AND HOT WEATHER PROTECTION PROCEDURES.

FORMWORK P ACI 318: 26.11 INSPECT FLATWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

DOOR CONSTRUCTION

FABRICATOR CERTIFICATION/ QUALITY CONTROL

PROCEDURES S REVIEW OF FABRICATOR'S QUALITY CONTROL PROCEDURES OR AISC CERTIFICATION.

FABRICATION INSPECTION P INSPECT IN-PLACE FABRICATION, OR REVIEW FABRICATOR'S APPROVED INDEPENDENT INSPECTION AGENCY'S REPORTS

SHOP DEMONSTRATION C SEE BLAST DOOR NOTES

SPECIAL ITEMS RELATED TO THE OTHER EXPLOSIVES

SAFETY RELATED ITEMS

REBAR FARADAY-SHIELD P DWG E-102A; E-501;

E-504

INSPECT REINFORCING STEEL TO ENSURE ELECTRICAL CONTINUITY BETWEEN THE CAP, WALLS, SLAB AND FOUNDATION THROUGH CRIMPED CONNECTIONS. DOCUMENT CONNECTIONS WITH PHOTOS AND CONTINUITY TEST. ALL CRIMPED CONNECTIONS MUST BE

INSPECTED PRIOR TO CONCRETE PLACEMENT.

ECM GROUNDING P DWGS E-102A; E-501;

E-504 VISUALLY INSPECT TO ENSURE ECM FOUNDATION IS BONDED TO THE GROUNDING SYSTEM. DOCUMENT WITH PHOTOS.

GROUNDING SYSTEM P

DWGS E-102A; E-501;

E-504, DA PAM 385-64,

17-27.

VISUALLY INSPECT GROUNDING SYSTEM CONDUCTORS TO ENSURE NO DAMAGE, BREAKAGE, OR CORROSION HAS OCCURED TO

THE CONDUCTORS DURING INSTALL AND BEFORE EARTH BURIAL DOCUMENT WITH PHOTOS.

INDIVIDUAL BONDS P

DWGS E-102A; E-501;

E-504, NFPA 780, 8.9

DA PAM 385-64, 17.27.

INSPECT ALL BONDS FOR LOOSE CONNECTIONS THAT MIGHT RESULT IN HIGH-RESISTANCE CONNECTIONS.

LPS COMPONENTS P NFPA 780, 8.9

DA PAM 385-64, 17-27

INSPECT LPS COMPONENTS FOR SECURE MOUNTING AND PROTECTION AGAINST ACCIDENTAL MECHANICAL DISPLACEMENT AND TO

ENSURE NO DAMAGE, BREAKAGE, OR CORROSION HAS OCCURRED.

LPS TESTING S NFPA 780, 8.9

DA PAM 385-64, 17-28 PERFORM BONDING TEST ACROSS EACH BOND, AND AN EARTH ELECTRODE TEST OF THE LPS.

EARTH COVER P DWGS S-301 INSPECT DEPTH GAUGES ON ROOF PRIOR TO EARTH COVER PLACEMENT FOR SIZE AND STABILITY. INSPECT EARTH COVER DEPTH

AND SLOPE TO ENSURE A 2'-0" MINIMUM IS PROVIDED ABOVE STRUCTURE.

DOOR LAPS C DWGS S-504 INSPECT DOOR LAPS AT TOP AND BOTTOM OF DOOR FRAME

MISCELLANEOUS EMBEDDED AND ATTACHED ITEMS (DOORS,

FRAMES, TRENCHES, ETC) P INSPECT EMBEDDED AND ATTACHED ITEMS TO ENSURE THEY ARE BONDED TO THE GROUNDING SYSTEM. DOCUMENT WITH

PHOTOS.

SPECIAL INSPECTION NOTES:

1. INSPECTION INTERVALS ARE AS FOLLOWS:

C - CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

P - PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING

PERFORMED AND AT THE COMPLETION OF THE WORK.

S - SUBMITTAL

2. STRUCTURAL TEST AND SPECIAL INSPECTIONS ARE BASED ON CHAPTER 17 OF THE IBC.

3. CONTRACTOR MUST HIRE A QUALIFIED INSPECTIONS AND TESTING AGENCY TO PERFORM SPECIAL INSPECTIONS AND TESTING IN ACCORDANCE WITH THE IBC. SUBMIT INSPECTION REPORTS TO THE CONTRACTING OFFICER FOR

EACH DAY SPECIAL INSPECTIONS AND TESTING ARE PERFORMED.

4. THE SPECIAL INSPECTIONS LISTED IN THIS TABLE ARE TO BE USED IN CONJUNCTION WITH ALL SPECIAL INSPECTION REQUIREMENTS PER THE IBC SHOWN BELOW.

5. THE CONTRACTOR MUST EMPLOY ONE OR MORE APPROVED AGENCIES TO PERFORM INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED UNDER SECTION 1705 OF THE IBC REQUIRING VERIFICATION AND INSPECTION. THE CONTRACTING OFFICER MUST ATTEND ALL OBSERVATIONS. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS DEFINED IN SECTION 110. THE INSPECTING AGENCY MUST PROVIDE REPORTS OF THE

SPECIAL INSPECTIONS DIRECTLY TO THE GOVERNMENT.

THE FOLLOWING IS A LIST OF INSPECTIONS THAT MUST BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE IBC.

· STEEL CONSTRUCTION: 1705.2

· CONCRETE CONSTRUCTION: 1705.3

· SOILS: 1705.6

· DRIVEN DEEP FOUNDATIONS: 1705.7

· CAST-IN-PLACE DEEP FOUNDATIONS: 1705.8

· HELICAL PILE FOUNDATIONS: 1705.9

· FABRICATED ITEMS: 1705.10

· SPECIAL INSPECTIONS FOR WIND RESISTANCE: 1705.11

· SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE: 1705.12

· TESTING FOR SEISMIC RESISTANCE: 1705.13

· TOLERANCES: SEE SPECS

MATERIAL AMOUNT

LIGHTWEIGHT AGGREGATE 1530

0.70

TOTAL VOLUME 27

UNIT SPECIFIC

GRAVITY

SYNTHETIC FIBERS - TYPE III

CEMENT TYPE II

WATER

SILICA FUME

SUPERPLASTICIZER - TYPE A

lb lb lb lb oz* lb ft3

1.38

3.15

2.2

1.27

0.855

ASTM

C331

C150

C1602

C1240

C494

C1116

LIGHTWEIGHT CONCRETE MIX DESIGN

oz*/ 100lb OF CEMENTITIOUS MATERIAL

PROPERTY AMOUNT

SLUMP 2 + 1/4

UNIT

MINIMUM DENSITY - UNIT WEIGHT

STRENGTH (28 DAY MINIMUM)

in lb/ ft3 psi

LIGHTWEIGHT CONCRETE MATERIAL PROPERTY REQUIREMENTS

ASTM

C143

C138

C78

1. THE FOLLOWING MIX DESIGN AND CONCRETE MATERIAL PROPERTIES MUST BE

USED FOR THE LIGHTWEIGHT CONCRETE LAYER IN THE HIGH SECURITY DOOR:

LIGHTWEIGHT CONCRETE:

2. LIGHTWEIGHT AGGREGATES MUST BE DRY.

3. ADJUST WATER AMOUNT TO +/- 0.5 lb SO THAT MIX HOLDS SHAPE WHEN FORMED INTO A

BALL IN THE HAND.

4. MIX CAN BE SPLIT FOR VOLUME NEEDED.

5. MIX PROCEDURE:

A. WEIGH OUT ALL MATERIALS.

B. IN A SEPARATE CONTAINER, COMBINE AND MIX HALF OF WATER, PLASTICIZER AND ALL

FIBERS.

C. IN ANOTHER SEPARATE CONTAINER, COMBINE AND MIX SILICA FUME AND CEMENT.

D. POUR WATER WITH PLASTICIZER AND ALL FIBERS INTO MIXER.

E. POUR LIGHTWEIGHT FINE AGGREGATE INTO MIXER.

F. SLOWLY ADD SILICA FUME AND CEMENT TO MIXER.

G. ADD REMAINING WATER ADJUSTING AS NECESSARY (NOTE 3).

H. ALLOW TO MIX FOR AT LEAST 10 MINUTES.

I. WHEN MIX IS READY, POUR INTO DOOR CAVITIES OVER REBAR, TO PRESCRIBED DEPTH,

ENSURE MIX FILLS ALL AREAS BEHIND REBAR, VIBRATE AS NECESSARY, NO VOIDS

ALLOWED.

6. ALLOW CONCRETE TO CURE FOR 14 DAYS BEFORE MOVING DOOR AND 28 DAYS BEFORE

WELDING FRONT PANELS ONTO DOOR.

7. QUESTIONS CAN BE REFERRED TO NAVFAC EXWC DOD LOCK PROGRAM, AND SECURITY,

ENGINEERING DIV SH22.

PLUMBING MATERIALS

1. LOUVERS MUST BE CONSTRUCTED OF 16 GAUGE GALVANIZED STEEL WITH 4" DEEP FRAME.

BLADES MUST BE 16 GAGE GALVANIZED STEEL POSITIONED AT APPROXIMATELY 37.5

DEGREES DOWN FROM THE HORIZONTAL AND SPACED APPROXIMATELY 6" ON CENTER.

SCREEN MUST BE 19 GAUGE GALVANIZED 1/4" MESH. APPROXIMATELY 50% FREE AREA.

2. VENTILATORS MUST BE CONSTRUCTED OF MINIMUM 24 GAUGE GALVANIZED STEEL AND

MUST BE DESIGNED FOR A SUSTAINED WIND SPEED OF 132 MPH.

3. FIRE DAMPER FUSIBLE LINKS MUST HAVE A MELTING POINT OF 160 TO 165 DEGREES

FAHRENHEIT. BREAKING STRENGTH MUST BE SUITABLE FOR LOADS IMPOSED BY

COUNTERWEIGHTS.

4. PIPE FLANGE GASKETS MUST BE OF NON-ASBESTOS MATERIAL IN ACCORDANCE WITH

ASME B16.21. GASKETS MUST BE FLAT, 1/16 INCH THICK, AND CONTAIN ARAMID FIBERS

BONDED WITH STYRENE BUTADIENE RUBBER. FLANGE FASTENERS MUST BE TYPE 316

STAINLESS STEEL.

MECHANICAL MATERIALS

STEEL DECK:

1. THE DESIGN, FABRICATION, ERECTION OF METAL DECKING MUST BE IN ACCORDANCE WITH

THE CURRENT EDITION OF THE SDI SPECIFICATIONS AND THE SDI DIAPHRAGM MANUAL

2. STEEL ROOF DECK AND SIDING IS 1 1/2" x 18 GAUGE FACTORY-FINISHED DESIGNED FOR THE

DEAD AND LIVE LOADS INDICATED.

3. STEEL ROOF DECK AND SIDING MUST BE ATTACHED TO SUPPORTS WITH #14 STAINLESS

STEEL SCREWS AND WASHERS AT EA VALLEY (MINIMUM 5 PER PANEL). USE 1/4-INCH BUTYL

TAPE TO SEAL LAPS.

4. THE PLANS INDICATE DECK SPAN DIRECTION.

5. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, AND OTHER UTILITIES MUST NOT BE

SUPPORTED FROM THE STEEL DECK.

6. STEEL DECK MUST CONFORM TO THE COATINGS FOR STRUCTURAL STEEL PROVIDED ON

SHEET S-001.

BLAST DOOR NOTES:

ORIGINAL STANDARD DRAWING IS NAVFAC DRAWING NUMBER 12877612 SHT 3 OF 51

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y

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.

N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G

S

YS

TE

M

S C

O M

M

AN

D

DES DRW

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

AP

PR

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

ES

E

NG

IN

EE

RI

NG

S

YS

TE

M

S

CO

M M

AN

D

- M

ID

-A

TL

AN

TI

C

MI

D-

AT

LA

NT

IC

NA

VA

L S

TA

TI

ON

NO

RF

OL

K, V A

NA

VA

L

SU

BM

AR

IN

E

BA

SE

N

EW

L O

ND

O

N G

RO

TO

N, C

O

NN

EC

TI

CU

T

P-

W

EA

PO

NS

M

AG

AZ

IN

E

OR

DN

AN

CE

O

PE

RA

TIO

NS

FA

CI

LIT

Y

CL

W

S M

AG

AZ

IN

E

SMS/CWJ

JWJ

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

SCALE:

CONSTR. CONTR. NO.

NAVFAC DRAWING NO.

EPROJECT NO.:

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

6/3/2025

THESE DRAWINGS ARE AN EXACT REPLICA OF THE STANDARD MAGAZINE TYPE

"CLWS" PROVIDED BY NAVFAC. THE DESIGN WILL BE SITE ADAPTED AND MODIFIED

TO MEET THE SPECIFIC GEOTECHNICAL AND LOADING CONDITIONS SPECIFIC TO

NAVAL SUBMARINE BASE NEW LONDON, GROTON, CONNECTICUT.

9. THE PLOW/TRENCH COVER ASSEMBLY ALONG WITH THE WHEEL/MOTOR ASSEMBLY ARE

NOTIONAL AND SHOWN FOR BIDDING PURPOSES AND MAY VARY BASED ON THE DOOR

MANUFACTURER'S APPROVED DESIGN.

8. BLAST DOOR MANUFACTURER MUST PROVIDE A COMPLETE BLAST DOOR MANUAL THAT

INCLUDES MAINTENANCE AND STEP BY STEP INSTRUCTIONS OF WHEEL REMOVAL.

7. PROVIDE A HAND RELEASE ON THE DESIGNED BRAKING SYSTEM TO RELEASE THE BRAKE

WHEN IT BECOMES NECESSARY TO MANUALLY MOVE THE DOOR. PROVIDE AN AUTOMATIC

RESET TYPE HAND RELEASE SO THAT THE BREAK WILL BE OPERABLE DURING SUBSEQUENT

ELECTRICAL OPERATIONS OF THE DOOR.

6. THE GENERAL CONTRACTOR MUST SELECT A SINGLE SUPPLIER TO PROVIDE A COMPLETE

BLAST DOOR SYSTEM INCLUDING BUT NOT LIMITED TO THE BLAST DOOR AND ALL OF ITS

ASSOCIATED COMPONENTS AND HARDWARE, RAIL, TRENCH, TRENCH COVER ASSEMBLY,

PLOW AND EMBEDDED PLATES.

5. PROVIDE STEEL PLATE BOTTOM WHEELS HAVING A MINIMUM TREAD DIAMETER AS

REQUIRED FOR THE ACTUAL WHEEL LOADING. CONSTRUCTION WHEEL ASSEMBLES TO

PERMIT REMOVAL OF THE WHEEL WITHOUT REMOVING THE DOOR LEAF FOR ITS POSITION

ON THE RAIL.

4. THE BLAST DOOR MANUFACTURER MUST HAVE A MINIMUM OF 10 YEARS OF EXPERIENCE IN

THE DESIGN, CONSTRUCTION AND INSTALLATION OF DOORS WEIGHING A MINIMUM OF 30

KIPS, CONSISTING OF BOTTOM ROLLING DOORS AND LARGE HEAVY DOORS SUCH AS

MAGAZINE BLAST DOORS AND/OR NUCLEAR CONTAINMENT DOORS. THE BLAST DOOR

MANUFACTURER MUST SUBMIT PROOF OF EXPERIENCE TO THE CONTRACTING OFFICER

FOR APPROVAL BY NAVFAC EXWC AND NAVFAC ATLANTIC. A MINIMUM OF 5 EXAMPLES

MUST BE SUBMITTED.

3. THE DOOR MANUFACTURER MUST COMMENCE A FIELD DEMONSTRATION OF EACH DOOR IN

THE PRESENCE OF A GOVERNMENT OFFICIAL, CONSISTING OF A SUCCESSFUL CYCLE OF

OPENING AND CLOSING THE DOOR BY CONTROLS, OPENING AND CLOSING OF TRENCH

PLATES BY DOOR PLOWS, LOCKING AND UNLOCKING DOOR, AND ALIGNMENT OF DOOR IN

SECURITY PILASTER.

2. THE DOOR MANUFACTURER MUST COMMENCE A SHOP DEMONSTRATION OF EACH DOOR IN

THE PRESENCE OF A GOVERNMENT OFFICIAL, CONSISTING OF A SUCCESSFUL CYCLE OF

OPENING AND CLOSING THE DOOR BY CONTROLS, OPENING AND CLOSING OF TRENCH

PLATES BY DOOR PLOWS AND ALIGNMENT OF DOOR IN SECURITY PILASTER.

DEMONSTRATION MUST BE A MINIMUM OF HALF THE LENGTH OF THE DOOR TRAVEL.

DEMONSTRATION MUST ALSO INCLUDE MANUAL OPERATION OF BLAST DOOR IN BOTH

DIRECTIONS.

1. THE BLAST DOOR MANUFACTURER MUST BE SOLELY RESPONSIBLE FOR INSTALLATION AND

ERECTION OF THE BLAST DOOR.

3. PREFABRICATED TRENCH DRAINS MUST BE 6" WIDE, SHALLOW, PRECAST POLYESTER

CONCRETE CHANNEL OF INTERLOCKING DESIGN. 3" OUTLETS. DUCTILE IRON EDGE RAIL

AND EXTRA HEAVY DUTY, DIN19580 LOAD CLASS E DUCTILE IRON SLOTTED TOP GRATE

FASTENED TO RAIL. GRATE SLOTS MUST BE NO WIDER THAN 1/4" OR PROVIDE STAINLESS

STEEL MESH SCREEN FASTENED TO BOTTOM OF GRATES. MESH OPENINGS MUST BE NO

LARGER THAN 1/4" TO MITIGATE RODENT ENTRY.

2. UNDERGROUND DRAINAGE PIPING MUST CONSIST ASTM D2665 SCH 40 PVC SOLID CORE

PIPING WITH DWV PATTERN FITTINGS. PERFORATED DRAIN PIPING MUST INCLUDE 1/2"

HOLES SPACED 5" O.C. IN TWO ROWS 120 DEGREES APART PER ASTM D2729. ALL

PERFORATED DRAIN PIPING MUST BE INSTALLED WITH HOLES FACING DOWN.

1. FLOOR DRAIN FIXTURES MUST CONSIST OF A CAST IRON BODY, NICKEL BRONZE

ADJUSTABLE TOP, 6" ROUND STRAINER, FLASHING COLLAR, SURFACE MEMBRANE CLAMP,

AND DEEP SEAL TRAP. PROVIDE WITH BARRIER-TYPE TRAP SEAL PROTECTION DEVICE

CONFORMING TO ASSE 1072 WHERE CONNECTING TO SANITARY SEWER SYSTEM.

10. MANUFACTURER TO DESIGN AND FURNISH DOOR STOPS AT TRAILING AND LEADING EDGES

OF DOOR.

SCALE: NONE

EXTRA REINFORCING AROUND OPENINGSB4

(2) #5 x 4'-0" EACH FACE

TYP 4 LOCATIONS

ADDITIONAL REINF

SEE NOTE 1

D/2 +

LAP LENGTH

TYP

CL

SYM ABOUT

OPNG

D /2

LA

P

LE

N G

TH

TY

P D

CL

SYM ABOUT

OPNG

L/

L/

W /2

LA

P

LE

N G

TH

TY

P

W/2

L/2 +

LAP LENGTH

TYP

RECTANGULAR OPNG DETAIL

CIRCULAR OPNG DETAIL

NOTES:

1. PROVIDE ADDITIONAL REINFORCING THE SAME SIZE AS DISCONTINUOUS REINFORCEMENT AT OPENING. QUANTITY OF REINFORCING IN EACH DIRECTION MUST BE EQUAL TO OR ONE GREATER THAN THE NUMBER OF DISCONTINUOUS BARS. PLACE 1/2 OF ADDITIONAL REINFORCING BARS EACH SIDE OF OPENING, PLACE ADDITIONAL REINFORCEMENT AT 3" OC (TYPICAL BOTH DIRECTIONS AND ALL LAYERS OF REINFORCEMENT). START FIRST BAR 2" CLEAR TO OPENING.

2. EXTEND ADDITIONAL REINFORCING BEYOND EDGE OF OPENING AS SHOWN ABOVE. ADDITIONAL BARS MAY TERMINATE AT THE END OF THE WALL WITH A STANDARD HOOK WHERE THE LENGTH OF THE WALL WILL NOT PERMIT BARS TO

EXTEND AS SHOWN ABOVE.

3. TYPICAL WALL OR SLAB REINFORCING NOT SHOWN FOR CLARITY. TERMINATE TYPICAL REINFORCING 2" CLEAR TO

OPENING.

4. ADDITIONAL REINFORCING AS SHOWN ABOVE IS REQUIRED IN ANY CASE FOR SLABS, WALLS, AND FOUNDATIONS WHERE THE OPENING SIZE IS GREATER THAN THE SPACING OF REINFORCING IN EITHER DIRECTION MINUS 4" OF

CONCRETE COVER (2" COVER EACH SIDE OF OPENING).

CL

SYM ABOUT

OPNG

MINIMUM TENSION LAP

SPLICE LENGTHS ("1.3 ")

BAR

SIZE

f' c = 5,000 PSI

TOP BARS OTHER BARS

31.2 31.2

36.9 31.2

46.1 35.5

55.4 42.6

80.7 62.1

92.3 71.0

104.1 80.1

117.2 90.1

130.1 100.1

MINIMUM EMBEDMENT LENGTHS

FOR STANDARD END HOOKS (" ")

BAR SIZE f' c > 5,000 PSI dh d

4" MIN

D = FINISHED INSIDE BEND DIAMETER

TIE OR STIRRUP

NOTES:

6d OR d

PRINCIPAL REINFORCING

D D

90° HOOK

D d D

4d OR

2 1/2" MIN

180° HOOK

MAX OFFSET BEND

d d d = BAR DIAMETER

135° HOOK

A

A O

R G

HOOK

A OR G

90° HOOK

#5

#4

#6

#7

#8

#10

#9

#11

#3

DIMENSIONS OF STANDARD

180-DEG HOOKS, ALL GRADE

A OR G J D

DIMENSIONS OF STANDARD

90-DEG HOOKS, ALL GRADE

A OR G D

135° SEISMIC HOOK

5.25

4.5

2.5

1.5

A OR GBAR SIZE

2.5

5.25

4.5

3.75

4.5

5.5

D APPROX H

STIRRUP HOOKS

6 610.5

O R

G

H

#5

#4

#6

#7

#8

#3 #5

#4

#6

#7

#8

#10

#9

#11

#3

#5

#4

#6

#7

#8

#10

#9

#11

#3

SEISMIC HOOP

CLOSED TIE DETAIL

REINFORCEMENT

SPLICE SCHEDULE

3" M

AX

BAR

SIZE

6d (T

YP

1/

2" M

IN

d O

R

6, 7, B

AR

S

SCALE: NONEC1 SCALE: NONEC2 STIRRUP AND TIE HOOK DIMENSIONS

SCALE: NONEB2

NOTE:

1. PLACE DEPTH GAUGE ABOVE WATERPROOFING

MEMBRANE SYSTEM.

NOTES:

1. IF CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR OR THE CENTER TO

CENTER SPACING IS NOT GREATER THAN (3) BAR DIAMETERS, THEN VALUES MUST BE

INCREASED BY 50%. ALL LAPS ARE TYPICAL TENSION LAP SPLICES U.N.O. ON PLANS OR DETAILS.

2. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12 INCH DEPTH OF CONCRETE CAST

BELOW THEM.

3. IF CONCRETE COVER IS NOT GREATER THAN 2 1/2 INCH AND THE END COVER OF HOOK IS NOT

GREATER THAN 2 INCH, THEN VALUES MUST BE INCREASED BY 43%.

4. LAPS SPLICES AND EMBEDMENT LENGTHS SHOWN IN THIS DETAIL ARE BASED ON A DYNAMIC

INCREASE FACTOR = 1.29. LAPS FOR REINFORCEMENT IN STRUCTURAL COMPONENTS NOT

RELATED TO BLAST DESIGN (WING WALLS, FOUNDATIONS, SLAB-ON-GRADE) MAY BE REDUCED BY

THE DYNAMIC INCREASE FACTOR. LAP SPLICES FOR REINFORCEMENT IN BLAST COMPONENTS

(HEADER BEAM, HEADWALL, ROOF SLAB, SIDE/ END WALLS, PILASTERS) MAY NOT BE REDUCED BY

THE DYNAMIC INCREASE FACTOR.

5. PER UFC 3-340-02, FOR BLAST COMPONENTS SPLICES OF CONCRETE REINFORCEMENT MUST BE STAGGERED ON OPPOSITE FACES AND SPLICES OF ADJACENT PARALLEL BARS WITHIN THE SAME

LAYER MUST BE STAGGERED.

ALTERNATE 90 DEG HOOK ON

CONSECUTIVE CROSSTIES

NOTE:

1. THIS IS A GENERAL DETAIL

ONLY, UNO, AND THE STIRRUPS

FOR THE HEADER BEAM

PILASTER, HEADWALL AND

ROOF MUST BE BENT AS

SHOWN IN THEIR

CORRESPONDING DETAILS.

2. USING A U STIRRUP WITH A

CROSS-TIE INSTEAD OF A

CLOSED TIE IS ACCEPTABLE

FOR BEAMS ONLY, PER ACI

318-19 PARAGRAPH 9.7.7.

EXTENSION TO BE

THE GREATER OF

6 BAR DIAMETERS

AND 3 INCHES

PIPE

TO BASE

1' -0

BASE PLATE FOR

MOUNTING TO CONCRETE

EDGE OF

CONCRETE

HOLE FOR

FASTENERS

1 1/4"

TYPICAL

CL POST

VERTICAL POST

BASE PLATESIDE VIEW

ALUMINUM GUARDRAIL

POST DETAIL

SCALE: NONEB1

6"

6"

1/2" THK BP

(4) 1/2" DIA POST

INSTALLED EPOXY

ANCHORS w/ 4" MIN

EMBED. EACH EPOXY

ANCHOR MUST HAVE

A MIN 5,000 LB

TENSILE CAPACITY

SCALE: NONEA2

1 1/2" WIDE

CONT KEYWAY CONT REINF THRU

CONST JT

CONT REINF

THRU CONST JT

ROUGHEN SURFACE

LAP SOIL WHERE

APPLICABLE

EQ

EQ

EQ

NOTES:

1. TO BE USED ONLY WHERE CALLED FROM IN THE CONTRACT

DOCUMENTS, OR AS PERMITTED BY THE CONTRACTING OFFICER.

ROUGHEN CONSTRUCTION JOINT (CJ)

KEYED CONSTRUCTION JOINT (KCJ)

T/ CONC

EL= SEE PLAN

60°

"D 1"

LAP

LAP

CONC FTG/

GRADE BEAM

LAP

FOOTING/GRADE

BEAM REINF

NOTES:

1. FOR FOOTING ELEVATION DEPTH AND

REINFORCING, SEE PLAN AND OTHER

STANDARD AND COMMON DETAILS.

2. MAXIMUM INDIVIDUAL STEP = 2'-0" ("D2" - "D1").

"D 2"

WALL REINFORCEMENT AT

CORNERS AND INTERSECTIONS

STD HOOK

LAP SPLICE + 6"

STD HOOK

NOTES:

1. ALL HOOKS MUST BE STD 90 DEGREE HOOKS UNO.

2. SEE DRAWINGS FOR ADDITIONAL HORIZONTAL BARS.

STAGGER BETWEEN TYPICAL REINF SPACING, EXTEND

TO 1/5 OF DISTANCE TO NEAREST ADJACENT WALL IN

EACH DIRECTION, UNO.

0"

0"

SCALE: NONEA3

SCALE: NONEA1

CONSTRUCTION JOINTTYPICAL MISCELLANEOUS

HOUSEKEEPING PAD (INTERIOR)

SCALE: NONEA5

TYPICAL BOTTOM

STEP FOOTING/GRADE BEAM

LAP

SCALE: NONEA4 DEPTH GAUGE DETAIL

1/

2" C

LR

DO NOT DAMAGE

SLAB/GRADE BM

REINF WHEN

DRILLING HOLES

6"

(MIN)

INTENTIONALLY

ROUGHEN TO 1/4"

AMPLITUDE, DAMPEN

SURFACE PRIOR TO PAD

PLACEMENT SAME AS PERIM

DWLS 2FTx2FT

NOMINAL INTERIOR

SPACING

CONC SLAB

EDGE OF EQUIPMENT,

SEE OTHER DRAWINGS

FOR SIZE AND

LOCATIONS

#4@8 EW

4" M

IN

/8

" M

AX

U N

LE

SS

N O

TE

D

O

TH

ER

W

IS

E

#4@8" OC EPOXY

DWLS W/ 4" MIN

EMBED

NOTE:

1. PLACE DEPTH GAUGE ABOVE WATERPROOFING MEMBRANE SYSTEM.

1' -3

2' -0

0"

2"

REMOVABLE CAP

MARK AND LABEL PIPE IN 1"

INCREMENTS TO INDICATE

HEIGHT ABOVE TOP OF

CONCRETE

3" DIA PVC PIPE BONDED TO

FIBERGLASS PLATE. PAINT PIPE

BRIGHT ORANGE

18"x18"x3/8" FIBERGLASS

PLATE

6" SAND MATERIAL

TOP OF ROOF

D

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C

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1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N

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IN

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AP

PR

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

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E

NG

IN

EE

RI

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M

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FA

CI

LIT

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CL

W

S M

AG

AZ

IN

E

SMS/CWJ

JWJ

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

SCALE:

CONSTR. CONTR. NO.

NAVFAC DRAWING NO.

EPROJECT NO.:

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

6/3/2025

S-003ORIGINAL STANDARD DRAWING IS NAVFAC DRAWING NUMBER 12877613 SHT 4 OF 51

THESE DRAWINGS ARE AN EXACT REPLICA OF THE STANDARD MAGAZINE TYPE

"CLWS" PROVIDED BY NAVFAC. THE DESIGN WILL BE SITE ADAPTED AND MODIFIED

TO MEET THE SPECIFIC GEOTECHNICAL AND LOADING CONDITIONS SPECIFIC TO

NAVAL SUBMARINE BASE NEW LONDON, GROTON, CONNECTICUT.

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

D

EP

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N

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Y

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.

N

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AL

F

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IL

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IN

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D

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OF

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

ES

E

NG

IN

EE

RI

NG

S

YS

TE

M

S

CO

M M

AN

D

- M

ID

-A

TL

AN

TI

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D-

AT

LA

NT

IC

NA

VA

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TA

TI

ON

NO

RF

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K, V A

NA

VA

L

SU

BM

AR

IN

E

BA

SE

N

EW

L O

ND

O

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TO

N, C

O

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EC

TI

CU

T

P-

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M

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IN

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AN

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RA

TIO

NS

FA

CI

LIT

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CL

W

S M

AG

AZ

IN

E

SMS/CWJ

JWJ

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

6/3/2025

G

EN

ER

AL

N O

TE

S

- 3

SB JC LAP

NONE

12894249

S-004S

NEK

SITE SPECIFIC DATA*:

1. SITE SPECIFIC WIND DATA:

A. SITE SPECIFIC ULTIMATE WIND SPEED: 136 MPH

B. EXPOSURE: "C"

C. RISK CATEGORY: III

2. SITE SPECIFIC SEISMIC DATA:

A. RISK CATEGORY: III

B. IMPORTANCE FACTOR: 1.25

C. SEISMIC DESIGN CATEGORY: B

D. SITE SEISMICITY: SS = 0.19g

S1 = 0.052g

E. SITE CLASS: D

3. SNOW DESIGN DATA:

A. GROUND SNOW LOAD: 30 PSF

B. EXPOSURE FACTOR: 1.0

C. IMPORTANCE FACTOR: 1.10

D. THERMAL FACTOR: 1.2

4. ENVIRONMENTAL SEVERITY CLASSIFICATION.

A. ESC C4

* - SITE SPECIFIC DATA INCLUDED FOR INFORMATION

ONLY. REFER TO S-001 FOR PARAMETERS USED IN

THE DESIGN AND DEVELOPMENT OF THE STANDARDIZED

DRAWINGS

SITE SPECIFIC GEOTECHNICAL DATA:

1. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING

REPORT PREPARED BY JACOBS, DATED 07 FEBRUARY 2025.

2. FOUNDATION SYSTEMS:

CLWS-001, CLWS-002, CLWS-003, CLWS-004, CLWS-005:

PLACE FOUNDATIONS ON REINFORCED AND COMPACTED

ENGINEERED FILL OVER CEMENTITIOUS RIGID INCLUSIONS

(GROUND IMPROVEMENT SYSTEM), REFER TO CIVIL PLANS

SHEET B-101, GROUND IMPROVEMENT PLANS FOR

ADDITIONAL REQUIREMENTS. GROUND IMPROVEMENT

SYSTEM MUST CREATE A FOUNDATION SUBGRADE WITH THE

MINIMUM BEARING CAPACITY AS NOTED ON S-001 AND A

MAXIMUM ALLOWABLE SETTLEMENT OF 3/4 INCH.

CLWS-006

PLACE FOUNDATIONS ON OVEREXCAVATED AREA USING

CRUSHED AGGREGATE OVER BEDROCK. REFER TO CIVIL

PLANS SHEET B-101 FOR ADDITIONAL INFORMATION.

3. PROVIDE MEASURES TO PREVENT WATER, FROST OR ICE

FROM PENETRATING FOOTING OR SLAB SUBGRADE BEFORE

PLACING CONCRETE. FOOTINGS, MUD SLABS, OR BUILDING

SLABS MUST NOT BE PLACED INTO OR AGAINST SUBGRADE

CONTAINING FREE WATER, FROST OR ICE.

4. CONCRETE FOUNDATIONS OR A 3" THICK CONCRETE MUD

MAT (LEAN CONCRETE) MUST BE PLACED THE SAME DAY THE

SUBGRADE IS INSPECTED. IF THE GROUND SURFACE IS

DISTURBED BEFORE CONCRETE IS PLACED, THE SUBGRADE

MUST BE RE-INSPECTED BY THE CONTRACTOR'S

GEOTECHNICAL ENGINEER AT NO ADDITIONAL COST.

5. DESIGN, PROVIDE AND MAINTAIN DEWATERING SYSTEMS,

EARTH RETENTION SYSTEMS, BRACING. PROTECT EXISTING

STRUCTURES AND UTILITIES DURING CONSTRUCTION.

6. WHEN FILLING AGAINST OPPOSITE SIDES OF A WALL OR

STRUCTURE, BACKFILL IN LIFTS THAT MAINTAIN LEVEL

ELEVATIONS WITHIN 12" ON BOTH SIDES TO BALANCE THE

LATERAL PRESSURE.

7. EARTHWORK, INCLUDING FOUNDATION SUBGRADE, FILL AND

BACKFILL MUST BE INSPECTED AND APPROVED BY THE

CONTRACTOR'S GEOTECHNICAL ENGINEER.

8. WHERE EXCAVATION WOULD BE BELOW A LINE EXTENDING

UPWARD AT A 1.0H TO 1.0V SLOPE FROM THE BOTTOM OF A

FOUNDATION OR UTILITY, PROVIDE SHEETING, SHORING, AND

BRACING. DO NOT UNDERMINE EXISTING CONSTRUCTION.

CODES AND STANDARDS:

American Concrete Institute (ACI) 301 (2016) Specifications for Structural Concrete 318 (2014) Building Code Requirements for Structural Concrete

American Institute of Steel Construction (AISC) 360 (2016) Specification for Structural Steel Buildings

American Society for Testing and Materials (ASTM) A29 (2020) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought A500 (2020) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes A572 (2018) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel A615 (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement A992 (2020) Standard Specification for Structural Steel Shapes A1064 (2018) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete F1554 (2018) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength F3125 (2020) Standard Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength

American Society of Civil Engineers (ASCE) 7-16 (2016) Minimum Design Loads and Associated Criteria for Buildings and Other Structures

American Society Heating, Refrigerating, and Air-Conditioning Engineers (ASHRAE)

62.1 (2016) Ventilation for Acceptable Indoor Air Quality F16 (2017) Fundamentals Chapter 16 – Ventilation and Infiltration

Department of Defense (DoD)

5100.76 (2012) Physical Security of Sensitive Conventional Arms, Ammunition, and Explosives

International Code Council (ICC) IBC (2018) International Building Code IMC (2018) International Mechanical Code IPC (2018) International Plumbing Code

National Fire Protection Association (NFPA) 70 National Electrical Code 780 Stand

SCALE: 1" = 30'

HEADWALL ELEVATIONB1

57'-8" 40'-0"

2'-0"

16'-8" 26'-8" 16'-8" 16'-8" 25'-4" 14'-2"

2'-0"

SCALE: 1" = 30'

OVERALL PLANC1

C

LW

S-

F.

F.

E.

=8 2.

C

LW

S-

F.

F.

E.

=8 2.

C

LW

S-

F.

F.

E.

=8 3.

C

LW

S-

F.

F.

E.

=8 3.

C

LW

S-

F.

F.

E.

=8 3.

C

LW

S-

F.

F.

E.

=8 4.

22'-8" TYP

1' -4

40'-0" 16'-8" 26'-8" 16'-8" 40'-0" 16'-8" 26'-8" 16'-8" 40'-0" 16'-8" 26'-8" 16'-8" 40'-0" 16'-8" 26'-8" 16'-8" 40'-0"

1' -4

1' -4

1' -4

1' -4

1' -4

1' -4

1' -4

1' -4

1' -4

1' -4

T/WALL

EL. 113.92'

T/WALL

EL. 104.25'

T/WALL

EL. 114.25'

T/WALL

EL. 104.58'

T/WALL

EL. 114.58'

T/WALL

EL. 104.92'

T/WALL

EL. 114.92'

T/WALL

EL. 105.25'

T/WALL

EL. 115.25'

T/WALL

EL. 105.58'

T/WALL

EL. 115.58'

T/WALL

EL. 105.92'

'-6

36'-0" 64'-0" 36'-0" 64'-0" 36'-0" 64'-0" 36'-0" 64'-0" 36'-0" 64'-0" 36'-0"

18'-8" 18'-8" 18'-8" 18'-8" 18'-8"

T/

FT

G

2.

T/

FT

G

2.

T/

FT

G

2.

T/

FT

G

3.

T/

FT

G

3.

T/

FT

G

3.

T/

FT

G

3.

T/

FT

G

3.

T/

FT

G

3.

T/

FT

G

4.

61'-8" 60'-2"

NTS

SECTIONA1

A1

O

VE

R

AL

L

PL

AN

SI

TE

A D

AP

TE

D

AS NOTED

S-010S

1. SEE SHEET S-001, S-002, S-003, AND S-004S FOR GENERAL

NOTES.

SHEET NOTES

GRAPHIC SCALE:

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

D

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A

B

C

D

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1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N

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AC

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G

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M

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D

DES DRW

SY

M

D

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C R

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TI

O N

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AT

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AP

PR

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

ES

E

NG

IN

EE

RI

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NO

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BM

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IN

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SMS/CWJ

EJA

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

A1

C1 S-521S

B1 S-521S

A1 S-521S

EP

D

M C

O

VE

R L

AY

O

U T

- S

IT

E

AD

AP

TE

D

AS NOTED

S-011S

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y

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.

N

AV

AL

F

AC

IL

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S

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G

IN

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M

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O M

M

AN

D

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SY

M

D

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C R

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TI

O N

D

AT

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AP

PR

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

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LI

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ES

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NG

IN

EE

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M

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L O

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IN

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NC

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FA

CI

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AG

AZ

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SMS/CWJ

EJA

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

1'=30'-0"

OVERALL PLAN - EPDM COVERAGEA1

S-301S C1

C1

S-201AS

95'-6"

30'-0"

'-0

SE

E

S-

0S , S

-2

AS

, S

-2

BS

, S

-2

C S

SE

E

S-

0S , S

-2

AS

, S

-2

BS

, S

-2

C S

1'-4"

1' -4

1' -4

'-0

'-0

VA

R

IE

S

'-8

C

LW

S-

'-0

'-2

VA

R

IE

S

'-0

1/ 4"

C

LW

S-

2' -0

FT

G

EX

TE

N

SI

O

N (T

YP

EDGE OF FOOTING

R

ET

AI

N

IN

G

W

AL

L, SE

E S-

3, S -4

S

R

ET

AI

N

IN

G

W

AL

L, SE

E S-

3, S -4

S

36" THK CONC

SLAB-ON-GRADE,

UNO

C J

C J

'-0

2' -0

(T

YP

'-8

30"x30"

VENTILATION

DUCT

24"Ø HONEYCOMB

SECURITY DEVICE AT

MAGAZINE WALL (TYP. 2).

REF: A3/M-706

BLAST DOOR

AND TRENCH

S-302 A1

SCALE: 3/32" = 1'-0"

FOUNDATION/ FLOOR PLANA2

3' -5

/4

FOOTING STEP

AT CJ (BOT)

MECH ROOM

DOOR POCKET

PILASTER

5' -0

5'-6"

2'-0"

5'-0"

5'-0"

2'-0"

5'-6" 29'-0"

29'-0"

3'-0"

4'-2"

63'-6"

105'-0"

12'-6"

63'-6"

S-301S

A1 FLOOR DRAIN

TRENCH DRAIN, (TYP)

T/ SLAB EL = 0'-0" @

PERIMETER, (TYP)

T/ FTG EL = 0'-0", (TYP)

A1 S-401

C5 S-704

LONGITUDINAL

FLEXURAL REINF:

#9@8" OC, TOP & BOT

TRANSVERSE FLEXURAL REINF:

#9@8" OC TOP, #10@8" OC BOT

#8@8" OC ADDL TOP REINF,

STAGGER W/ TRANSVERSE

FLEXURAL REINF

30'-9"30'-9" 2'-0"

FTG STEP

(BOT)

CJ

A1

S-201AS

A1 S-202

C1 S-401

A4

S-502 TYP

24"Ø PIPE THRU MECH

ROOM WALL W/SLEEVE

(TYP. 2). REF: B3/M-706

SLOPE

SLOPE

SL

O

PE

SL

O

PE

2'-8"

T/ DRAIN EL @

LP = -0'-4" (TYP)

CLWS-001

C1

S-201BS

CLWS-002

THRU 005

C1

S-201CS

CLWS-006

A1

S-201BS

A1

S-201CS

CLWS-001

CLWS-002

THRU 005 CLWS-006

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y

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.

N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G

S

YS

TE

M

S C

O M

M

AN

D

DES DRW

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

AP

PR

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

ES

E

NG

IN

EE

RI

NG

S

YS

TE

M

S

CO

M M

AN

D

- M

ID

-A

TL

AN

TI

C

MI

D-

AT

LA

NT

IC

NA

VA

L S

TA

TI

ON

NO

RF

OL

K, V A

NA

VA

L

SU

BM

AR

IN

E

BA

SE

N

EW

L O

ND

O

N G

RO

TO

N, C

O

NN

EC

TI

CU

T

P-

W

EA

PO

NS

M

AG

AZ

IN

E

OR

DN

AN

CE

O

PE

RA

TIO

NS

FA

CI

LIT

Y

CL

W

S M

AG

AZ

IN

E

SMS/CWJ

JWJ

HPN

1667770

APPROVED BY LCDR PETE

FOVARGUE NAVFAC FEAD

DIRECTOR - NLON, VIA EMAIL

SCALE:

CONSTR. CONTR. NO.

NAVFAC DRAWING NO.

EPROJECT NO.:

FAX: 571.218.1600

1100 NORTH GLEBE ROAD

SUITE 500

ARLINGTON, VIRGINIA 22201

571.218.1000

6/3/2025

S-101S

1. ALL ELEVATIONS ARE IN REFERENCE TO A DATUM

ELEVATION OF 0'-0" FOR THE MAGAZINE FINISHED FLOOR

ELEVATION. SEE CIVIL DRAWINGS FOR ACTUAL

ELEVATIONS.

2. SEE SHEETS S-001, S-002, S-003, AND S-004S FOR GENERAL

NOTES.

3. ALL REINFORCING STEEL MUST BE CONTINUOUSLY

BONDED AND GROUNDED PER S-002 AND A1/E-504S

4. SLAB-ON-GRADE MUST BE MOIST CURED FOR A MINIMUM

OF 14 DAYS.

5. SLAB-ON-GRADE CONSTRUCTION JOINTS ARE INDICATED

AS "CJ" ON PLAN. SEE STANDARD DETAIL ON S-003 FOR

CONSTRUCTION JOINT DETAILS.

6. BLAST DOOR IS NOT SHOWN FOR CLARITY.

7. SEE SHEET S-302 FOR ARRANGEMENT OF SLAB

REINFORCEMENT AND FOR SIDEWALL REINFORCEMENT

SIZE, SPACING, AND ARRANGEMENT.

8. SEE SHEET S-104 FOR FOUNDATION DRAINAGE FLOOR

PLAN.

9. SEE CIVIL FOR EXTENTS OF RIGID…