Attachment I - P1538 DWG 2 of 6.pdf

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

Fi le

Pa th

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

C O

VE

R

S H

EE

T

S-001

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916946

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

SHEET INDEX

SHEET NO SHEET TITLE

S-001 COVER SHEET

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES

S-101 FOUNDATION PLAN - OVERALL

S-102 PARTIAL FOUNDATION PLAN - AREA A

S-103 PARTIAL FOUNDATION PLAN - AREA B

S-104 PARTIAL FOUNDATION PLAN - AREA C

S-105 VAULT DECK FRAMING PLAN - OVERALL

S-106 PARTIAL VAULT DECK FRAMING PLAN - AREA A

S-107 PARTIAL VAULT DECK FRAMING PLAN - AREA B

S-108 PARTIAL VAULT DECK FRAMING PLAN - AREA C

S-109 ROOF FRAMING PLAN - OVERALL

S-110 PARTIAL ROOF FRAMING PLAN - AREA A

S-111 PARTIAL ROOF FRAMING PLAN - AREA B

S-112 PARTIAL ROOF FRAMING PLAN - AREA C

S-201 STRUCTURAL SECTIONS

S-202 STRUCTURAL SECTIONS

S-501 GENERAL CONSTRUCTION DETAILS

S-502 GENERAL CONSTRUCTION DETAILS

S-503 GENERAL CONSTRUCTION DETAILS

1. BUILDING CODES............................2021 IBC "INTERNATIONAL BUILDING CODE"

UFC 1-200-01, CHANGE 1, 24 FEB 2023 "GENERAL BUILDING REQUIREMENTS"

UFC 3-301-01, CHANGE 1, 4 FEB 2022 "STRUCTURAL ENGINEERING"

UFC 4-010-01, C HANGE 2, 22 JULY 2022 "MINIMUM ANTI-TERRORISM

STANDARDS FOR BUILDINGS"

2. BUILDING RISK CATEGORY......................................................................................... II

3. SUPERIMPOSED DEAD LOADS:

a) ROOF..................................................................................................... 20 PSF

b) VAULT CONCRETE AND COLLATERAL ............................................ 110 PSF

4. DESIGN LIVE LOADS:

a) ROOF..................................................................................................... 20 PSF

ADDITIONAL JOIST BOTTOM CHORD POINT LOAD

AT EXPOSED STRUCTURE........................................................ 300 LB

b) FLOOR (OFFICE)....................................................................................50 PSF

c) FLOOR (LOBBIES AND FIRST FLOOR CORRIDORS).........................100 PSF

d) FLOOR (STORAGE)..............................................................................125 PSF

e) FLOOR (ARMORY) ...............................................................................150 PSF

f) MECHANICAL/ELECTRICAL ROOMS..................................................125 PSF

g) ELEVATED VAULT SLAB ..................................................................... 30 PSF

5. SNOW:

a) GROUND SNOW LOAD ....................................................................... 10 PSF

b) FLAT ROOF SNOW LOAD.................................................................... 10 PSF

c) SNOW EXPOSURE FACTOR, Ce .............................................................. 1.0

d) IMPORTANCE FACTOR, Is ....................................................................... 1.0

e) THERMAL FACTOR, Ct .............................................................................. 1.0

6. WIND

a) ULTIMATE WIND SPEED (RISK CAT. II)........................................... 144 MPH

b) NOMINAL WIND SPEED.................................................................... 112 MPH

c) WIND EXPOSURE CATEGORY...................................................................... B

d) INTERNAL PRESSURE COEFFICIENT ..................................................... 0.18

e) ROOF COMPONENTS AND CLADDING ........... SEE TABLE ON SHEET S001

f) WALL COMPONENTS AND CLADDING ........... SEE TABLE ON SHEET S001

g) WIND BASE SHEAR (ULTIMATE)..................................... Vx = 68K, Vy = 104K

7. SEISMIC:

a) SITE CLASS .................................................................................................. D

b) IMPORTANCE FACTOR, Ie ........................................................................ 1.0

c) MAPPED SPECTRAL RESPONSE ACCELERATION, Ss ................... 0.115 G

d) ONE SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT, ..... 0.055 G

e) SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, SDS ........ 0.123 G

f) ONE SEC PERIOD SPECTRAL RESPONSE COEFFICIENT, SD1...... 0.088 G

g) SEISMIC RESPONSE COEFFICIENT, Cs .............................................. 0.035

h) RESPONSE MODIFICATION FACTOR, R................................................... 3.5

i) SEISMIC DESIGN CATEGORY .................................................................... B

j) BASIC SEISMIC FORCE RESISTING SYSTEM ..................... INTERMEDIATE

REINFORCED MASONRY SHEAR WALLS

k) ANALYSIS PROCEDURE ............................ EQUIVALENT LATERAL FORCE

l) SEISMIC BASE SHEAR ................................................................... V = 200 K

ParallelPAR.

CONT Continuous

Double Degree Demolish, Demolition

Centered Counter Sink

Depressed

Existing

Electric, Electrical

Each Face

Elevation Edge Nail

Equipment

Expansion Joint

Drawing

Diameter Diagonal Dimension

Drag Truss

Face of Steel (Studs)

Face Of

Far Side

Face of Masonry

Field Nail Floor, Flooring

Foundation

Face of Concrete

Existing

Exterior Expansion

Each Way

Finish, Finished

Finished Floor Finish Grade

Floor Joist

Future

Header Hanger

Height

Gusset

Heating/Ventilation/ Air Conditioning

Hold Down

Horizontal High Point

Grade Beam

Grade, Grading Glued Laminated Girder Truss

Footing

Each Side

Laminated Length, Angle

Include

Inside Diameter

Information

Interior Insulated

FTG

INT.

JST

L

LAM

JT. Joint Joist

HT

H.P.

HORIZ

H.V.A.C

IN

I.D.

INCL

INFO

INS

Inch

GA

GD

G.B.

FUT.

GLB

G.T.

HD

HGR

HDR

GUSS.

Gauge

Equal

F.J.

FLR

F.N.

FND

F.S.

F.O.

F.O.C.

F.O.S.

F.O.M.

FT. Feet

EQ.

EQPT.

EXP.

E.W.

F.F.

F.G.

FIN

EXT.

EXIST'G

E.S.

DO

DWG

DWL

D.T.

E.F.

E.J.

E.N.

ELV

ELEC

EA.

Dowel

Each

CSK

DBL

DEG

DEP

DEM

CTR'D

DIA

DIM

DIAG

Ditto

Pounds per Cubic Foot

Plate, Property Line

Precast Concrete

Pounds per Square Foot Pounds per Square Inch

Revision, Revised

Pressure Treated

R.,RAD.

Return

Rafters Roof

Required Reinforcement Reference

RFT.

RF.

REF.

RET.

REQ.

REINF.

REV.

Plywood Panel

Penetration

Radius

PLY.

PNL.

P.T.

P.S.I.

P.S.F.

PENT.

P.C.C.

P.C.F.

PL.

American Concrete Institute

Air Conditioning Anchor Bolt

Bottom Bottom of Footing

Above Finished Floor

American Society for Testing Materials

American Plywood Institute

Between

Blocking

Boundry Nail

Adjacent

Architect

Alternate Aluminum

Concrete Masonry Unit

Control Joint / Ceiling Joist

Connection Construction

Ceiling

Cast-in-Place

Concrete

Channel

ARCH.

C.J.

CLG

COL

CLR

CONC

CMU

C.I.P.

CONST

CONN

C

Column

Clear

A.S.T.M.

B.N.

BM

BLW.

BETWN.

BLK.

BOTT

B.O.F.

BLKG

Beam

Below

Block

A/C A.B.

A.C.I.

AL.

ADJ.

ALT.

A.P.A.

A.F.F.

Long Leg Horizontal

Mount, Mounted, Mounting

Manufacture, Manufacturer

Long Leg Vertical

Opposite Hand, Overhead Outside Diameter

MaximumMAX

Number Nominal

Opening

On Center Not To Scale

Not In Contract

Near Side

North

O.D.

O.C.

N.T.S.

OPNG

O.H.

NOM

N.S.

N.I.C.

NO.

N.

Minimum

Medium

Metal

Mezzanine

Miscellaneous Masonry Opening

Machine Bolt

Mechanical

MFR

MIN

MISC

M.O.

MTL

MT.

MECH

M.B.

MEZZ

MED

Long Pound

Live Load

Louver Masonry

Low Point

L.L.H.

L.P.

LVR

MAS

L.L.V.

L.L.

LG

LB

(E)

P PlateL

Unless Otherwise Noted Unless Noted Otherwise

Welded Wire Mesh Welded Wire Fabric WeightWT.

W.W.M.

W.W.F.

Vapor Barrier Vertical

Without

West Wood

Water Proof Working Point

With

W/O W.P.

W.PT.

W.

WD.

V.B.

U.O.N.

VERT.

U.N.O.

W/

Toe Nail

Typical Tube Steel Top of Wall

Top of Beam

Top of Steel Top of Parapet Top of Footing Top of Concrete

T.O.S.

T.S.

TYP.

T.O.W

T.N.

T.O.B.

T.O.P.

T.O.F.

T.O.C.

Sheet Metal Screw Specification(s)

Thick, Thickness

R.T. Roof Truss

S.S. Stainless Steel

Steel Structural

Stiffener Standard

Tongue & Groove Top & Bottom Symmetrical Suspended

Top of Curb

SYM

THK

T.C.

T&G T&B

STL.

STD.

STRUCT

STIFF.

SUSP.

South Schedule Section

Similar Sheet

Square

Separation

SHT.

SIM.

SPEC.

S.M.S.

SQ.

SEC.

SEP.

SCHED.

S.

Room

Rough Sawn Rough Opening

R.S.

R.O.

RM.

International Building CodeIBC Seismic Lateral Resisting SystemSLRS

GalvanizedGAL

Grade BeamGB

Masonry Control JointMCJ

Pre-Engineered Metal BuildingPEMB.

Powder Acuated FastenersP.A.F.

1.

2.

3.

4.

5.

SEE SPECIFICATIONS AND DEFERRED SUBMITTAL REQUIREMENTS ON SHEET

S-002 FOR REQUIRED SHOP DRAWING AND SUBMITTAL REQUIRMENTS TO BE

PROVIDED TO THE CONTRACTING OFFICER FOR REVIEW AND COMMENT.

STEEL REINFORCING LISTS AND QUANTITIES AND LENGTH OF ALL MATERIALS

ARE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE COMPLIANCE

WITH THE PLANS. THE ENGINEER WILL NOT REVIEW THESE ITEMS.

REVIEW OF SHOP DRAWINGS IS FOR THE PURPOSE OF GENERAL COMPLIANCE

WITH THE CONTRACT DOCUMENTS. ALL ERRORS IN DETAILING, FABRICATION,

AND CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING

COORDINATION WITH OTHER TRADES ARE THE RESPONSIBILITY OF THE

CONTRACTOR. SHOP DRAWING SUBMITTAL REVIEW DOES NOT CONSTITUTE

CHANGE ORDERS. ANY PROPOSED CHANGES MUST BE SUBMITTED IN A

LETTER OR DETAIL FOR APPROVAL.

SHOP DRAWINGS MUST BE SUBMITTED AT LEAST TWO WEEKS PRIOR TO THE

SCHEDULED FABRICATION DATE.

REPRODUCTION OF THESE STRUCTURAL DRAWINGS IS PROHIBITED FOR THE

PURPOSE OF PREPARING SHOP DRAWINGS. SUBCONTRACTOR/FABRICATOR

MUST PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE

INFORMATION SHOWN IN THE CONTRACT DOCUMENTS.

SHOP DRAWINGS/SUBMITTALS:ABBREVIATIONS:

DESIGN BASIS: SYMBOLS:

REFERENCE SPECIFICATIONS FOR

SPECIAL INSPECTION REQUIREMENTS

A A

ZONE 45 5

3 2 3

3 2 3

ZO

N

E

WALLS

ROOF

COMPONENTS & CLADDING PRESSURE (PSF)

S-XXX

A1

A1

S-XXX

A1

S-XXX

GRID LINES - CENTER LINE

DETAIL NO.

ELEVATION NO.

SECTION NO.

SECTION

ELEVATION

DETAIL BUBBLE

GRID LINES - F.O. STUD/WALL

GRID NO.

SHEET NO. WHERE

SECTION IS SHOWN

SHEET NO. WHERE

ELEVATION IS SHOWN

SHEET NO. WHERE

DETAIL IS SHOWN

R O

O F

COMPONENTS & CLADDING NEW DESIGN

WIND PRESSURE (ULTIMATE)

ZONE

EFFECTIVE

WIND

AREA

PRESSURE

(PSF)

PRESSURE

(PSF)

1 10 21 -54

1 20 20 -52

1 50 19 -49

1 100 18 -47

2 10 -65

2 20 -60

2 50 -54

2 100 -50

3 10

3 20

3 50

3 100

4 10 39 -39

4 20 39 -39

4 50 36 -37

4 100 34 -36

4 500 28 -32

5 10 -72

5 20 -72

5 50 -64

5 100 -57

5 500 -43

W

AL

LS

-112

-102

-89

-79

ZO

N

E

8.. RAIN:

a) INTENSITY, i ....................................................................................4.25 in/hr

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

AP

PR

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

ST

R

U C

TU

R

AL

N

O

TE

S

S-002

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916947

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

STRUCTURAL NOTES

3.1.10

3.1.11

2.0.1

2.0.2

2.0.3

3.0

2.0 FOUNDATION:1.0 GENERAL NOTES:

CONCRETE:

REINFORCING STEEL:3.1

A.

B.

C.

D.

E.

F.

G.

A.

B.

C.

D.

THE PROJECT SPECIFICATIONS (A BOOK OF SPECIFICATIONS WHEN PROVIDED)

ARE A PART OF THE CONTRACT DOCUMENTS. IF THERE IS A DISCREPANCY

FOUND BETWEEN THE SPECIFICATIONS AND THE DRAWINGS, SPECIFICATIONS

TAKE PRECEDENCE, HOWEVER THE MATTER MUST BE PROMPTLY SUBMITTED

TO THE CONTRACTING OFFICER FOR CLARIFICATION. WORK PERFORMED BY

THE CONTRACTOR WITHOUT SUCH A CLARIFICATION MUST BE AT

CONTRACTOR'S OWN RISK AND EXPENSE.

EXAMINE THE STRUCTURAL DRAWINGS AND THE SPECIFICATIONS AND NOTIFY

THE ENGINEER & CONTRACTING OFFICER OF DISCREPANCIES IN ELEVATIONS,

DIMENSIONS, AND SITE CONDITIONS INCLUDING ERRORS BEFORE PROCEEDING

WITH WORK. OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS

OF THE DRAWINGS (AND SPECIFICATIONS) MUST BE RESOLVED IN WRITING

WITH THE ENGINEER/ARCHITECT & CONTRACTING OFFICER PRIOR TO START OF

WORK.

THE DRAWINGS (AND SPECIFICATIONS) REPRESENT THE COMPLETED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

PROVIDE ALL MEASURES AND MEANS NECESSARY TO PROTECT PERSONS AND

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES MUST INCLUDE,

BUT NOT BE LIMITED TO BRACING, SHORING, ETC. OBSERVATION VISITS BY THE

ARCHITECT OR ENGINEER DOES NOT INCLUDE REVIEW OF THESE MEASURES.

TYPICAL DETAILS MUST BE USED WHENEVER APPLICABLE WHETHER

SPECIFICALLY REFERENCED OR NOT.

DRAWINGS MUST NOT BE SCALED FOR CONSTRUCTION PURPOSES.

PIPES OR DUCTS MUST NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER & CONTRACTING

OFFICER.

REFER TO ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, UNLESS

OTHERWISE NOTED.

SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-BEARING

PARTITIONS.

SIZE AND LOCATION OF CURBS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, RAMPS, CHAMFERS, GROOVES, INSERTS, ETC.,

EXCEPT AS SHOWN.

SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN.

FLOOR AND ROOF FINISHES.

STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN.

DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE

FOLLOWING:

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, SLAB OPENINGS, ETC.,

EXCEPT AS SHOWN OR NOTED.

ELECTRICAL CONDUITS, BOXES, OUTLETS.

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL AND PLUMBING

FIXTURES.

SIZE AND LOCATION OF MACHINE AND EQUIPMENT BASES, ANCHOR BOLTS,

ETC.

ASTM REFERENCES ARE FROM THE LATEST ISSUE AND LATEST REVISION,

UNLESS OTHERWISE NOTED.

INVESTIGATE THE SITE DURING CLEARING AND EXCAVATION FOR UNSUITABLE

CONDITIONS, UNCONSOLIDATED AND UNDOCUMENTED FILLS, BURIED

STRUCTURES, UTILITIES, ETC., AND IMMEDIATELY NOTIFY THE

ARCHITECT/ENGINEER & CONTRACTING OFFICER OF SITE CONDITIONS NOT

REFLECTED ON THE DRAWINGS OR DIFFERENT FROM MAXIMUM OR MINIMUM

DIMENSIONS INDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE SOIL

CONDITIONS, GROUNDWATER PRESENT, DEEPENED FOOTINGS, UNCOVERED

AND UNEXPECTED UTILITY LINES, ETC.

CONSTRUCTION MATERIALS, IF PLACED ON STRUCTURAL MEMBERS, MUST BE

SPREAD OUT SUCH THAT THE LOADING DOES NOT EXCEED THE DESIGN LIVE

LOADS. PROVIDE SHORING AND BRACING WHERE CONSTRUCTION LOADING

EXCEEDS THE DESIGN STRENGTH OF THE STRUCTURAL MEMBERS OR THE

STRUCTURAL STRENGTH HAS NOT BEEN ATTAINED OR THE STRUCTURE IS NOT

COMPLETE.

DETERMINE THE LOCATION OF UTILITY SERVICES IN AREAS TO BE EXCAVATED

BEFORE BEGINNING EXCAVATION. EXERCISE EXTREME CAUTION IN

EXCAVATING AND TRENCHING. DAMAGE CAUSED AS A RESULT OF FAILING TO

EXACTLY LOCATE AND PRESERVE EXISTING UNDERGROUND UTILITIES IS THE

RESPONSIBILITY OF THE CONTRACTOR.

THE CAD DRAWINGS FILES ARE THE PROPERTY OF NAVFAC AND WILL NOT BE

RELEASED TO THE CONTRACTOR OR SUNBCONTRACTOR FOR THIER USE.

STRUCTURAL DRAWINGS TO BE USED IN CONJUNCTION WITH ARCHITECTURAL

DRAWINGS BY: MBF ARCHITECTS

SLAB ON GRADE

MIN. f'c

4,000 psi 4,000 psi

SLAB ON GRADE REINFORCEMENT MUST BE POSITIONED AT MID-DEPTH.

SHOP DRAWINGS FOR SIZE AND LAYOUT OF REINFORCING REBARS ARE

REQUIRED WHEN NOTED IN THE LIST OF REQUIRED SHOP DRAWINGS.

3.0.11

3.0.12

3.0.13

3.0.14

PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE AS SHOWN

ON PLANS UNLESS SPECIFIED OTHERWISE. LOCATION OF JOINTS NOT

SPECIFICALLY INDICATED MUST BE REVIEWED BY THE STRUCTURAL ENGINEER &

CONTRACTING OFFICER PRIOR TO PLACING REINFORCING STEEL.

NON-SHRINK GROUT MUST BE FROM A PRODUCT THAT SPECIFIES A MINIMUM

COMPRESSIVE STRENGTH AT 28 DAYS OF 7,000 psi PER ASTM C109. GROUTING

OF BASE PLATES PRIOR TO PLUMBING OF COLUMN IS NOT PERMITTED.

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

FORMED WITH A 3/4" CHAMFER OR TOOLED EDGE, UNLESS OTHERWISE NOTED.

CONCRETE WHICH DURING THE LIFE OF THE STRUCTURE WILL BE SUBJECT TO

FREEZING TEMPERATURES WHILE WET, MUST HAVE A WATER CEMENT RATIO

NOT EXCEEDING 0.45 BY WEIGHT AND MUST CONTAIN ENTRAINED AIR PER ACI

613. SUCH CONCRETE MUST INCLUDE EXTERIOR SLABS, PERIMETER

FOUNDATIONS, EXTERIOR CURBS, ETC.

3.0.1

3.0.2

3.0.3

3.0.4

3.0.5

3.0.6

3.0.7

3.0.8

3.0.9

3.0.10

CEMENT MUST CONFORM TO ASTM C150, TYPE II / V

AGGREGATES FOR NORMAL WEIGHT CONCRETE MUST CONFORM TO ASTM C33,

1 1/2" MAXIMUM SIZE.

ADMIXTURES MUST NOT BE USED WITHOUT PRIOR APPROVAL OF THE ENGINEER

& CONTRACTING OFFICER. ADMIXTURES USED TO INCREASE THE WORKABILITY

OF THE CONCRETE MUST NOT REDUCE THE STRENGTH OF CONCRETE. FLY ASH

(POZZOLAN) IF PERMITED BY SPECIFICATIONS MUST NOT EXCEED 25% FOR SLAB

ON GRADE AND 25% FOR OTHER CONCRETE.

THE MIX DESIGN, INCLUDING PROPORTIONS OF MATERIALS FOR A ONE YARD

BATCH, MUST BE SUBMITTED TO THE ENGINEER OF RECORD & CONTRACTING

OFFICER FOR REVIEW PRIOR TO ORDERING CONCRETE.

READY-MIX CONCRETE MUST BE MIXED AND DELIVERED IN ACCORDANCE WITH

ASTM C94.

REINFORCING BARS AND INSERTS MUST BE SECURED IN PLACE PRIOR TO

PLACING CONCRETE.

CONDUITS EMBEDDED HORIZONTALLY IN THE SLAB MUST HAVE AN OUTSIDE

DIAMETER NO GREATER THAN 1/3 THE THICKNESS OF THE SLAB. CONDUIT MUST

NOT BE EMBEDDED IN A SLAB THAT IS LESS THAN 3 1/2" THICK. EXCEPT FOR

LOCAL OFFSETS, MIN. CLEAR DISTANCE BETWEEN CONDUITS MUST BE 6".

NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE

GALVANIZED OR PAINTED. DAMAGED GALVANIZED AREAS MUST BE REPAIRED

PRIOR TO EMBEDMENT.

CONCRETE MUST HAVE A MAXIMUM DRY DENSITY OF 150 pcf.

MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS.

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED

TO EARTH:.............................................................................. 3"

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO.6 THROUGH NO.18 BAR .......................................... 2"

NO.5 BAR, W31 OR D31 WIRE, AND SMALLER ...........1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT

WITH GROUND:

SLABS, WALLS, JOISTS:

NO.14 AND NO.18 BAR ...................................................1 1/2"

NO.11 BAR AND SMALLER ............................................ 3/4"

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS............1 1/2"

DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS MUST BE IN

ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES, ACI 315-LATEST ADOPTED EDITION.

REINFORCING MUST BE ADEQUATELY SUPPORTED TO PREVENT DISPLACEMENT

BY CONCRETE PLACEMENT OR WORKERS.

REINFORCING BARS EXCEPT BARS TO BE WELDED MUST CONFORM TO THE

"STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR

CONCRETE REINFORCEMENT", ASTM A615 GRADE 60. BARS TO BE WELDED

MUST CONFORM TO ASTM A706.

WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH "STRUCTURAL

WELDING CODE-REINFORCING STEEL", AWS D1.4. REINFORCING STEEL TO BE

WELDED MUST HAVE A MAXIMUM CARBON EQUIVALENT (CE) OF 0.75. SPECIAL

INSPECTION IS REQUIRED. TESTING IS REQUIRED FOR WELDS THICKER THAN

5/16".

WHERE CONTINUOUS BARS ARE CALLED OUT IN FOOTINGS, SPLICES MAY BE

USED. WHERE BARS ARE SHOWN SPLICED, THEY MAY RUN CONTINUOUS AT

CONTRACTOR'S OPTION.

REINFORCING BAR BENDS MUST BE MADE COLD.

UNLESS OTHERWISE SHOWN, WALL VERTICAL REINFORCING MUST BE

POSITIONED AT THE CENTER OF THE WALL.

DOWELS BETWEEN FOOTINGS AND WALLS MUST BE THE SAME GRADE, SIZE,

AND SPACING AS VERTICAL REINFORCING.

REINFORCING BARS MUST BE PROVIDED WITH THE FOLLOWING CONCRETE

COVER:

CONT. WALL

FOOTING

MIN. FTG. WIDTH MIN. FTG. THICKNESS MIN. EMBEDMENT

COLUMN

FOOTING

2'-0"

MIN. FOOTING SIZES

SUBMIT COMPACTION TEST REPORTS FOR FILL BY A QUALIFIED TESTING LAB

TO ARCHITECT/ENGINEER & CONTRACTING OFFICER BEFORE FOUNDATION

PLACEMENT. LOOSE SOIL AND FILL DIRT MUST BE COMPACTEDTO A MINIMUM

OF 95% MAXIMUM DENSITY.

THE FOOTING EXCAVATIONS MUST BE KEPT FREE FROM LOOSE MATERIAL AND

STANDING WATER AND MUST BE NEAT AND TRUE TO LINE BEFORE CONCRETE

IS PLACED.

ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW

CONSTRUCTION MUST BE REMOVED.

WALL FOOTINGS ARE CONTINUOUS POURED CONCRETE WITH CONTINUOUS

REINFORCING PLACED 3" CLEAR OF BOTTOM AND SIDES.

UNLESS OTHERWISE NOTED, WALL FOOTINGS ARE CENTERED UNDER WALLS

AND COLUMN FOOTINGS UNDER COLUMNS.

PROVIDE FOR DESIGN AND INSTALLATION OF CRIBBING, SHEATHING AND

SHORING REQUIRED TO SAFELY RETAIN GRADES.

PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE, GROUND, AND

OR SEEPAGE WATER.

12" 18"

18"12"3'-0"

FOUNDATION DESIGN IS BASED ON A MAXIMUM NET ALLOWABLE SOIL

BEARING PRESSURE OF 3,000 PSF FOLLOWING A SURCHARGE PERIOD AS

STATED IN A GEOTECHNICAL INVESTIGATION REPORT BY TERRACON

DATED OCTOBER 13, 2023.

FOOTING DEPTHS SHOWN ARE A MINIMUM AND MAY REQUIRE DEEPENING

BASED ON SITE CONDITIONS.

FOOTINGS MUST BEAR ON FIRM UNDISTURBED OR COMPACTED SOIL.

MINIMUM FOOTING DIMENSIONS AND EMBEDMENTS MUST BE AS FOLLOWS:

1.

A.

B.

C.

D.

E.

F.

G.

2.

DEFERRED SUBMITTALS:

THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL

THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN

REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD AND

THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE

WITH THE DESIGN OF THE BUILDING. SUBMITTALS ARE TO BE

SEALED BY A REGISTERED PROFESSIONAL ENGINEER.

STRUCTURAL STEEL AND DECK SHOP DRAWINGS

STRUCTURAL STEEL CONNECTIONS AND CALCULATIONS

SUPPORT ANCHORAGE OF MECHANICAL, ELECTRICAL AND

PLUMBING EQUIPMENT AND COMPONENTS

SLAB ON GRADE CONTROL JOINT PLAN (PE SEAL NOT

REQUIRED FOR THIS ITEM)

LADDERS, GUARDRAILS, HANDRAILS, AND THEIR COMPONENTS

COLD-FORMED FRAMING / METAL STUDS CALCULATIONS AND

SHOP DRAWINGS INCLUDING LAYOUT, TYPICAL CONSTRUCTION

DETAILS, AND CONNCETIONS (ITEMS SHOWN IN PLANS ARE

MINIMUM SIZES REQUIRED.)

CONCRETE FRAMING SHOP DRAWINGS INCLUDING SIZE,

LAYOUT OF REINFORCING BARS AND TEMPORARY FORMWORK

LAYOUT AND SUPPORT.

THE ABOVE LISTED SUBMITTAL DOCUMENTS SHALL BE STAMPED

AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER.

BEAMS, COLUMNS & ELEVATED SLABS

FOOTINGS & ALL OTHER CONCRETE 3,000 psi

2.0.4

2.0.5

2.0.6

2.0.7

2.0.8

2.0.9

2.0.10

3.1.1

3.1.2

3.1.3

3.1.4

3.1.5

3.1.6

3.1.7

3.1.8

3.1.9

1.0.1

1.0.2

1.0.3

1.0.4

1.0.5

1.0.6

1.0.7

1.0.8

1.0.9

1.0.10

1.0.11

1.0.12

1.0.13

1.0.14

3.3.4

3.3.1

3.3.2

3.3.3

3.3.5

3.3.6

3.3.7

3.3.8

3.3.9

3.3 MECHANICAL ANCHORS IN HARDENED

CONCRETE AND MASONRY

(EXPANSION ANCHORS):

A.

B.

ANCHORS TO BE INSTALLED IN HOLES DRILLED WITH CARBIDE-TIPPED DRILL

BITS. ANCHORS TO BE INSTALLED PER MANUFACTURER'S WRITTEN

INSTRUCTIONS.

WHEN INSTALLING DRILLED EXPANSION ANCHORS IN EXISTING REINFORCED

CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE

EXISTING REINFORCEMENT.

MAINTAIN A MINIMUM CLEARANCE OF 25 mm[1"] BETWEEN THE REINFORCEMENT

AND THE DRILLED EXPANSION ANCHORS. EXPANSION ANCHORS MUST NOT BE

USED AT CONCRETE CURBS.

EXPANSION ANCHOR SYSTEMS:

CONCRETE: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF

ICC-ES AC193. ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE WITH

CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER

SECTION 2.0 OF THE ICC EVALUATIONS SERVICES REPORT. ANCHOR

SYSTEM MUST BE INSTALLED PER THE REQUIREMENTS OF THE ICC-ES

EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR, AND AS

REQUIRED BY THE MANUFACTURER.

MASONRY: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF ICC-

ES AC01. ANCHOR SYSTEMS SHOULD BE APPROVED FOR SEISMIC USE

DETAILED IN THE CONDITIONS OF USE LISTED IN THE ICC-ES EVALUATION

SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED PER THE

REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT FOR THE

SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER.

UNDERCUT ANCHOR SYSTEMS:

CONCRETE: USE ONLY UNDERCUT ANCHOR SYSTEMS THAT HAVE BEEN ISSUED

AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF ICC-ES AC193.

ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE IN CRACKED CONCRETE

AND SEISMIC DESIGN CATEGORIES A-F PER SECTION 2.0 OF THE ICC

EVALUATIONS SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER.

WHERE THE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR APPLICABLE

ICC-ES EVALUATION SERVICES REPORT CALL FOR THE APPLICATION OF AN

INSTALLATION TORQUE, THE SPECIFIED TORQUE MUST BE APPLIED WITH

CALIBRATED TORQUE WRENCH. THE SPECIFIED INSTALLATION TORQUE MUST

NOT BE EXCEEDED.

ANCHORS ARE TYPICALLY AVAILABLE IN ELECTRO-GALVANIZED CARBON STEEL,

HOT DIPPED GALVANIZED CARBON STEEL, AND STAINLESS STEEL. USE OF

ELECTRO-GALVANIZED CARBON STEEL ANCHORS IS TYPICALLY LIMITED TO DRY,

INTERIOR LOCATIONS, UNLESS OTHERWISE NOTED. STAINLESS STEEL OR HOT-

DIPPED GALVANIZED ANCHORS ARE GENERALLY. SUITABLE FOR APPLICATIONS

EXPOSED TO EXTERIOR WEATHER CONDITIONS. FINAL AUTHORITY ON TYPE OF

ANCHOR COATING UTILIZED RESTS WITH THE STRUCTURAL ENGINEER OF

RECORD & CONTRACTING OFFICER AND MUST BE APPROVED BY SUCH.

EXPANSION ANCHORS FOR NON-VIBRATION ISOLATED MECHANICAL EQUIPMENT

RATED OVER 10HP ARE NOT PERMITTED BY ASCE 7-10 SECTION 13.6.5.5.

ANCHORS INSTALLED IN OVERHEAD CONDITIONS FOR NON- VIBRATION

ISOLATED EQUIPMENT WITH RECIPROCATING OR ROTATING MECHANISMS MUST

BE UNDERCUT ANCHORS.

THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE CONTINUOUSLY DURING

ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN ICC-ES ESR, TO VERIFY

ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE

COMPRESSIVE STRENGTH, HOLE DIMENSIONS ANCHOR SPACINGS, EDGE

DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING

TORQUE.

3.2.1

3.2.2

3.2.3

3.2.4

3.2.5

3.2.6

3.2.7

3.2.8

3.2.9

3.2.10

3.2 ADHESIVE, ANCHOR RODS AND REBAR

IN HARDENED CONCRETE (EPOXY

ANCHORS):

A.

B.

ADHESIVE ANCHOR INSTALLATIONS MUST COMPLY WITH MANUFACTURER'S

WRITTEN INSTRUCTIONS AND SPECIFICATIONS, INLCUDING ICC-ES REPORTS

DUST MUST BE BLOWN FROM THE HOLE WITH COMPRESSED AIR TO

ENSURESURFACE. ADDITIONALLY, THE HOLE MUST BE BRUSHED WITH A NYLON

BRUSH THEN BLOWN AGAIN WITH COMPRESSED AIR.

ADHESIVE MUST ONLY BE APPLIED TO DRY SURFACES.

BASE MATERIAL TEMPERATURE MUST BE 40°F OR ABOVE AT TIME OF

INSTALLATION. FOR BEST RESULTS, MATERIAL SHOULD BE 70°F-80°F.

WHEN INSTALLING EPOXY ANCHORS INTO MASONRY, ANCHORS MUST BE

INSTALLED IN SOLID GROUTED CELLS ONLY.

CHEMICAL ANCHOR SYSTEMS:

CONCRETE: USE ONLY ADHESIVE ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH PROVISIONS OF OF ICC-

ES AC308. ANCHOR SYSTEM SHOULD BE APPROVED FOR USE IN CRACKED

CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER SECTION 2.0 OF THE

ICC-ES EVALUATION SERVICES REPORT. ANCHOR SYSTEM MUST BE

INSTALLED PER REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES

REPORT FOR SPECIFIC ANCHOR, AND AS REQUIRED BY THE

MANUFACTURER.

GROUT-FILLED MASONRY UNITS: USE ONLY ADHESIVE ANCHORSYSTEMS

THAT HAVE BEEN ISSUED AN ICC-ES REPORT INACCORDANCE WITH

PROVISIONS OF ISS-ES AC58. ANCHORSYSTEMS MUST BE INSTALLED PER

REQUIREMENTS OF ICC-ESEVALUATION SERVICES REPORT FOR THE

SPECIFIC ANCHOR,AND AS REQUIRED BY THE MANUFACTURER.

ANCHOR RODS:

RODS MUST BE ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS

AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS

DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS MUST USE ASTM A563

GRADE DH HEAVY HEX NUTS AND ASTM F436 WASHERS.

REINFORCEMENT BARS: ASTM A615 GRADE 60 STEEL.

REMOVE GREASE, OIL, RUST AND OTHER LAITANCE FROM RODS AND DOWELS

PRIOR TO INSTALLATION.

SPECIAL INSPECTION REQUIREMENTS MUST BE DICTATED BY SECTION 4.0 OF

THE ICC-ES EVALUATION SERVICES REPORT. SPECIAL INSPECTION MUST

VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE

COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE

DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING

TORQUE.

CONTRACTOR'S OPTION TO USE OTHER MANUFACTURER'S PRODUCTS ONLY

WITH PRIOR APPROVAL OF THE ENGINEER & CONTRACTING OFFICER. SUBMIT

MANUFACTURER'S LITERATURE AND PRODUCT INSTALLATION FOR REVIEW.

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

ST

R

U C

TU

R

AL

N

O

TE

S

S-003

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916948

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

3.4.1

4.0.1

4.0.2

4.0.3

4.0.4

4.0.8

4.0.9

4.0.10

4.0.11

4.0.12

4.0.13

4.0.14

4.0.15

4.0.17

4.0.18

4.0.19

4.0.20

4.0.21

4.0.5

4.0.6

4.0.7

4.0.16

3.4.2

3.4.3

3.4.4

3.4.5

3.4.6

3.4.7

3.4 POWDER ACTUATED FASTENERS IN

HARDENED CONCRETE, MASONRY,

AND STEEL (SHOT PINS):

4.0 MASONRY:

POWDER ACTUATED FASTENING SYSTEMS:

CONCRETE MASONRY UNITS

MASONRY COMPONENTS

DESIGN STRENGTH: f'm = 2000 psi

MORTAR (TYPE S)

GROUT

STRENGTH @ 28 DAYS

2000 psi

3000 psi

2000 psi

MASONRY WORK MUST CONFORM TO INTERNATIONAL BUILDING CODE

(IBC), LATEST ADOPTED EDITION AS LISTED HEREIN.

CONCRETE MASONRY UNITS MUST BE MEDIUM WEIGHT UNITS IN

ACCORDANCE WITH ASTM C90 WITH MAXIMUM LINEAR SHRINKAGE OF 0.065%.

CEMENT MUST BE AS SPECIFIED FOR CONCRETE.

MORTAR MUST CONFORM TO ASTM C270

EXCERPTS FROM ASTM C270:

CCELLS BELOW GRADE MUST BE FULLY GROUTED UNLESS OTHERWISE

NOTED. ADDITIONALLY, CELLS WITH REINFORCING MUST BE FILLED SOLID

WITH GROUTED UNLESS OTHERWISE NOTED WITHIN THE SECTIONS AND

TYPICAL DETAILS.

NOTED.

GROUT MUST BE CONSOLIDATED WITH A MECHANICAL VIBRATOR.

MINIMUM 4000 rpm, 3/4" MAXIMUM HEAD. PROVIDE INSPECTION AND

CLEANOUT HOLES AT THE BASE OF GROUTED CELLS FOR LIFTS

GREATER THAN 5'-0".

WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL

CONSTRUCTION JOINTS MUST BE FORMED BY STOPPING THE GROUT

POUR 1 1/2" BELOW TOP OF THE UPPERMOST UNIT.

UNLESS OTHERWISE NOTED, MASONRY MUST BE CONSTRUCTED

WITH A RUNNING BOND PATTERN.

ELECTRIC CONDUIT BOXES AND/OR OTHER OBSTRUCTIONS ARE NOT

PERMITTED IN CELLS CONTAINING REINFORCING, UNLESS APPROVED BY

THE ENGINEER & CONTRACTING OFFICER.

UNLESS OTHERWISE SHOWN ON THE PLANS, LAP SPLICES OF

REINFORCING STEEL IN MASONRY MUST BE PER SCHEDULE.

HORIZONTAL REINFORCEMENT BARS MUST BE PLACED IN BOND BEAM

MASONRY UNITS.

LINTEL REINFORCEMENT BARS MUST BE PLACED IN LINTEL BEAM BLOCK.

VERTICAL REINFORCEMENT BARS MUST BE PLACED AT THE CENTER OFTHE

WALL UNLESS OTHERWISE SHOWN. VERTICAL BARS ARE TO BE TIED OR

OTHERWISE FIXED IN POSITION AT INTERVALS OF NOT MORE THAN 200

BAR DIAMETERS AND AT TOP AND BOTTOM.

ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE

PRIOR TO GROUTING.

PROVIDE A MINIMUM OF ONE BAR DIAMETER OF GROUT BETWEEN MAIN

REINFORCING AND MASONRY UNITS. PROVIDE A MINIMUM OF 1"

GROUT AROUND BOLTS EMBEDDED IN MASONRY.

TABLE 2 PROPERTY SPECIFICATION REQUIREMENTSA

MORTAR TYPE

AVG. COMPRESSIVE

STRENGTH AT 28

DAYS, MIN.

WATER

RETENTION,

MIN. %

AIR

CONTENT,

MAX. %B

AGGREGATE RATIO

(MEASURED IN DAMP,

LOOSE CONDITIONS)

GROUT MUST CONFORM TO ASTM C476.

EXCERPTS FROM ASTM C476:

CEMENT-

LIME

MORTAR

CEMENT

MASONRY

CEMENT

M

S

N

O

M

S

N

O

M

S

N

O

2500 psi

1800 psi

750 psi

350 psi

2500 psi

1800 psi

750 psi

350 psi

2500 psi

1800 psi

750 psi

350 psi

75 12

75 12

75 14

75 14

75 12

75 12

75 18

75 18

75 20

75 20

C

C

C

C

D

D

NOT LESS THAN 2 1

AND NOT MORE THAN

3 1

2 THE SUM OF

SEPARATE VOLUMES

OF CEMENTITIOUS

MATERIALS

A

LABORATORY PREPARED MORTAR ONLY

B

SEE NOTE

C

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN CEMENT-LINE OR

CEMENT MORTAR, THE MAX. AIR CONTENT MUST BE 12%.

D

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN MASONRY OR

CEMENT MORTAR, THE MAX. AIR CONTENT MUST BE 18%.

PROPORTIONS BY VOLUME (CEMENTITIOUS MATERIALS)

MORTAR TYPE

PORTLAND

CEMENT OR

BLENDED

CEMENT

CEMENT-

LIME

MORTAR

CEMENT

M

S

N

O

M

M

S

S

N

O

1/2

M

M

S

S

N

O

1/2

M S N M S N

TABLE 1 PROPORTION SPECIFICATION REQUIREMENTS

MASONRY

CEMENT

MORTAR

CEMENT

NOT LESS THAN

2 1

4 AND NOT

MORE THAN 31

THE SUM OF

SEPARATE

VOLUMES OF

CEMENTITIOUS

MATERIALS

AGGREGATE

RATIO (MEASURED

IN DAMP, LOOSE

CONDITIONS)

HYDRATED

LIME OR LIME

PUTTY

1/4

OVER 1/4 TO 1/2

OVER 1/2 TO 1 1/4

OVER 1 1/4 TO 2 1/2

MORTAR JOINTS MUST BE STRAIGHT, CLEAN AND UNIFORM IN THICKNESS,

AND MUST BE TOOLED AS SHOWN ON THE PLANS OR AS SPECIFIED (FLUSH

JOINTS IF NO SPECIAL TREATMENT SPECIFIED). UNLESS OTHERWISE

SPECIFIED OR DETAILED ON THE PLANS, HORIZONTAL AND VERTICAL MORTAR

JOINTS MUST BE 3/8" THICK WITH FULL MORTAR COVERAGE ON THE

FACE SHELL.

OVERHANGING MORTAR DROPPINGS AND DEBRIS MUST BE REMOVED

FROM CELLS RECEIVING GROUT. FAILURE TO REMOVE DEBRIS MUST BE

CAUSE FOR REJECTION OF WALL AND REPAIR OR REWORK NECESSARY

MUST BE ENTIRELY AT CONTRACTOR'S EXPENSE.

VERTICAL HEAD JOINTS MUST BE BUTTERED WELL FOR A THICKNESS EQUAL

TO THE FACE SHELL OF THE BLOCK AND THESE JOINTS MUST BE SHOVED

TIGHTLY SO THAT THE MORTAR BONDS WELL TO BOTH BLOCKS. IF IT IS

NECESSARY TO MOVE A BLOCK SO AS TO OPEN A JOINT, THE BLOCK MUST

BE REMOVED FROM THE WALL, CLEANED AND SET IN FRESH MORTAR

TABLE 2103.12

GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION

PARTS BY VOLUME

OF PORTLAND

CEMENT OR

BLENDED CEMENT

PARTS BY

VOLUME OF

HYDRATED

LIME OR LIME

PUTTY

AGGREGATE, MEASURED IN A DAMP,

LOOSE CONDITION

FINE COARSE

TYPE

FINE GROUT 1 0-1/10

1 0-1/10COARSE

GROUT

2 1/4-3 TIMES THE

SUM OF THE

VOLUMES OF THE

CEMENTITIOUS

MATERIALS

2 1/4-3 TIMES THE

SUM OF THE

VOLUMES OF THE

CEMENTITIOUS

MATERIALS

1-2 TIMES THE SUM

OF THE VOLUMES

OF THE

CEMENTITIOUS

MATERIALS

4.0.8.1 SPECIFIED COMPRESSIVE STRENGTH- PROPORTIONS ESTABLISHED

BY 28-DAY COMPRESSIVE STRENGTH TESTS IN ACCORDANCE WITH

TEST METHOD C 1019 THAT OBTAIN THE SPECIFIED COMPRESSIVE

STRENGTH. THE GROUT MUST BE MIXED TO A SLUMP OF 8 in. TO 11

in. AS DETERMNINED BY TEST METHOD C 143/C 143M AND MUST HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 psi AT 28 DAYS.

A.

B.

C.

CONCRETE: FOR GENERAL CONCRETE AND LIGHTWEIGHT CONCRETE:

POWDER ACTUATED FASTENING SYSTEMS MUST BE INSTALLED PER

REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT FOR THE

SPECIFIC FASTENER, AND AS REQUIRED BY THE MANUFACTURER.

MASONRY: POWDER ACTUATED FASTENING SYSTEMS MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR SPECIFIC FASTENER, AND AS REQUIRED BY THE MANUFACTURER.

STEEL: POWDER ACTUATED FASTENING SYSTEMS MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR THE SPECIFIC FASTENER, AND AS REQUIRED BY THE

MANUFACTURER.

WHEN INSTALLING POWDER ACTUATED FASTENERS IN EXISTING NON-

PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID

HITTING OR DAMAGE TO THE EXISTING REINFORCING BARS. MAINTAIN A MINIMUM

CLEARANCE OF 1" BETWEEN THE REINFORCEMENT AND THE FASTENER.

POWDER ACTUATED FASTENERS ARE NOT PERMITTED BY ASCE 7-16 SECTION

13.4.5 FOR SEISMIC TENSION LOAD APPLICATIONS. POWDER ACTUATED

FASTENERS MUST NOT BE USED TO CARRY SEISMIC TENSION LOADS (EXCEPT

FOR VERTICAL SEISMIC LOAD PRODUCED BY SELF-WEIGHT OF THE

COMPONENTS SUPPORTED) OR IN CRACKED CONCRETE UNLESS PRE-

APPROVED FOR SUCH LOADING BY THE ENFORCEMENT AGENCY.

THE USE OF POWDER DRIVEN FASTENERS FOR TENSION LOADS IS LIMITED TO

SUPPORT OF MINOR LOADS LIKE ACOUSTICAL CEILINGS, DUCTWORK CONDUITS,

ETC.

ALLOWABLE TENSION LOADS MUST BE LIMITED TO LESS THAN 100 POUNDS.

POWDER ACTUATED FASTENERS MAY BE USED FOR SEISMIC SHEAR, WHEN

THEY ARE SPECIFICALLY LISTED FOR SERVICE IN RESISTING LATERAL LOADS

IN AREAS SUBJECT TO EARTHQUAKE.

MINIMUM EDGE DISTANCE FOR ACTUATED FASTENERS MUST BE THE LARGER

OF THE VALUES GIVEN IN ASTM E 1190 OR THE APPLICABLE ICC-ES

EVALUATION SERVICES REPORT.

FOR MASONRY WORK INSPECTIONS SEE INSPECTION AND TESTING

SPECIFICATIONS.

REFER TO MASONRY CONSTRUCTION DETAILS ON SHEET S-501 AND S-502.

5.0.1

5.0.2

5.0.3

5.0.4

5.0.5

5.0.6

5.0.7

5.0.8

5.0.9

5.0.10

5.0.11

STRUCTURAL STEEL:5.0

THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL MUST BE IN

ACCORDANCE WITH "AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

AND STEEL CONSTRUCTION MANUAL AISC 360, LATEST ADOPTED EDITION.

EXCEPT AS AMENDED IN IBC CHAPTER 22.

CONNECTIONS MUST BE DETAILED IN ACCORDANCE WITH LATEST EDITION OF

AISC "DETAILING FOR STEEL CONSTRUCTION" AND IN ACCORDANCE WITH

UFC-3-301-01, 2-9.1.

STEEL FURNISHED FOR STRUCTURAL LOAD-CARRYING PURPOSES MUST BE

PROPERLY IDENTIFIED FOR CONFORMITY TO THE SPECIFIED GRADES SHOWN

BELOW AND IN ACCORDANCE WITH ASTM STANDARDS AND PROVISIONS OF IBC

CHAPTER 22. STEEL THAT IS NOT READILY IDENTIFIABLE AS TO GRADE FROM

MARKING AND TEST RECORDS MUST BE TESTED TO DETERMINE CONFORMITY TO:

A. WIDE FLANGE ASTM F992 (Fy=50 ksi) B. ANGLES AND CHANNELS ASTM A36 (Fy=36 ksi) C. PLATES ASTM A36 (Fy=36 ksi) D. HSS (RECTANGULAR) ASTM A500 GRADE C (Fy=50 ksi)

E. ANCHOR RODS ASTM F1554 GRADE 36 AT GRAVITY COLUMN

COLUMN ENDS MUST BE MILLED.

EXTERIOR STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER MUST

BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ZINC COATING MUST

CONFORM TO ASTM A123 (G-60 U.O.N.).

WELDING DONE AFTER GALVANIZING MUST BE PROTECTED WITH TWO COATS OF

GALVANIZING PROTECTANT METALLIC BARRIER. CONTRACTOR MUST USE

VENTILATION WHILE PERFORMING THIS WORK AS REQUIRED BY OSHA.

STEEL FABRICATION MUST BE PERFORMED IN AN APPROVED FABRICATION SHOP.

STEEL FABRICATOR MUST VERIFY DIMENSIONS WITH ARCHITECTURAL AND

STRUCTURAL DRAWINGS.

METAL ITEMS, INCLUDING CONNECTORS, EXPOSED TO THE WEATHER MUST BE

HOT-DIPPED GALVANIZED AFTER FABRICATION.

STRUCTURAL STEEL MUST BE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE

RUST, MILL SCALE, GREASE, ETC.

SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER & CONTRACTING

OFFICER FOR REVIEW PRIOR TO FABRICATION FOR STRUCTURAL STEEL

MEMBERS AND ACCESSORIES.

STEEL JOISTS:5.1

5.1.1

5.1.2

5.1.3

FABRICATION AND ERECTION OF STEEL JOISTS MUST BE IN ACCORDANCE

WITH THE LATEST SPECIFICATIONS AND CODE OF STANDARD PRACTICE OF

THE STEEL JOIST INSTITUTE.

JOISTS MUST BE DESIGNED FOR A MINIMUM NET UPLIFT OF 20 PSF,

UNLESS NOTED OTHERWISE.

SEE PLANS FOR JOIST DESIGNATIONS.

STEEL DECK:5.2

METAL DECKING MUST BE DESIGNED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE

SPECIFICATIONS.

WELDING OF METAL DECKING MSUT CONFORM TO AWS D1.3,

"STRUCTURAL WELDING CODE-SHEET STEEL"

METAL DECK MUST BE GALVANIZED AND SHOP-PRIMED STEEL SHEET:

ASTM A653, STRUCTURAL STEEL (55) GRADE 33 or 50, G60 ZINC COATING;

CLEAN, PRETREATED, AND PRIMED WITH MANUFACTURER'S STANDARD

BAKED-ON, RUST-INHIBITIVE PRIMER. COLOR MUST BE THE

MANUFACTURER'S STANDARD UNLESS OTHERWISE NOTED ON THE

ARCHITECTURAL PLANS

METAL DECK MUST HAVE A 3-SPAN CONDITION UNLESS NOTED

OTHERWISE AND HAVE HAVE INTERLOCKING SEAM SIDELAPS.

FASTEN ROOF DECK PANELS TO STEEL SUPPORTING MEMBERS SCREWS

AS INDICATED ON THE ROOF DECK DETAIL ON THESE DRAWINGS. FASTEN

SIDELAPS OF PANELS BETWEEN SUPPORTS WITH No. 10 SELF-DRILLING

CARBON STEEL SCREWS AS INDICATED ON THE ROOF DECK DETAIL ON

THESE DRAWINGS. INSTALL DECK ENDS OVER SUPPORTING FRAMING

WITH A 1-1/2" MINIMUM END BEARING AND LAP JOINTS 2". FASTEN ROOF

DECK PANELS TO DIAPHRAGM PERIMETER, i.e. EDGE ANGLES, WITH 5/8"

PUDDLE WELDS AT 1'-0"" O.C. TYPICAL UNLESS NOTED OTHERWISE.

PROVIDE MISCELLANEOUS DECK ACCESSORIES NOT SPECIFICALLY NOTED

ON THESE DRAWINGS AS REQUIRED TO SUBSTRATE A COMPLETE DECK

INSTALLATION. THESE ACCESSORIES MUST INCLUDE RIDGE AND VALLEY

PLATES, FINISH STRIPS, END CLOSURES, REINFORCING CHANNELS, AND

WELD COVER PLATES AT CHANGES IN DIRECTION OF DECK PANELS

ACCORDING TO DECK MANUFACTURER'S WRITTEN INSTRUCTIONS.

ACCESSORIES ACCORDING TO APPLICABLE SPECIFICATIONS AND

COMMENTARY IN SDI PUBLICATION No. 30, MANUFACTURER'S WRITTEN

INSTRUCTIONS AND REQUIREMENTS IN THESE DOCUMENTS.

INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS, IF

REQUIRED TO MEET DEFLECTION LIMITATIONS.

PLACE DECK PANELS ON SUPPORTING FRAME AND ADJUST TO FINAL

POSITION WITH ENDS ACCURATELY ALIGNED AND BEARING ON

SUPPORTING FRAME BEFORE BEING PERMANENTLY FASTENED. DO NOT

STRETCH OR CONTRACT SIDELAP INTERLOCKS.

5.2.1

5.2.2

5.2.3

5.2.4

5.2.5

5.2.6

5.2.7

5.2.8

5.2.9

STRUCTURAL NOTES

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

F G H

IF G H J

1/ 2"

/8

1/ 2" x1

C1

F11 F10 F10 F10

F10F10F10F11

A4 S-201

A4 S-201B4

S-201

C4 S-201

B3 S-201

C4 S-201

C4 S-201

C4 S-201

C4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

F4

HSS6X

6X

3/8

F4

F4

HSS6X

6X

3/8

F4

F4

F4

F4

F4

S-103 A4

S-102 A4

S-104 A4

B3 S-201

B C D x1

C2 14 x1 C2 14 x1 C2 x1

C1 14 x1 C2 14 x1 C2 14 x1 C2

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

3/8

25' - 0" 25' - 0" 36' - 8 3/8"

263' - 3 5/8"

HSS6X

6X

3/8

B4 S-201

K

27' - 3 1/2" 24' - 8 1/2" 27' - 6 3/8" 39' - 5 1/8"36' - 11 1/2"

WF3 (-1' - 4")

WF2.5

WF2.5

WF3

WF2.5 (-1' - 4")WF2.5 (-1' - 4")

WF2.5 (-1' - 4")

WF2.5 (-1' - 4")WF2.5 (-1' - 4")

(-1' - 4")

(-1' - 4")

(-1' - 4")

WF2.5 (-1' - 4")

WF2.5 (-1' - 4")

WF2.5 (-1' - 4")

WF2.5

WF2.5 (-1' - 4")

W F2 .5 1' 4"

W F2 .5 1' 4"

1' 4"

1' 4"

1' 4"

1' 4"

W F2 .5

W F2 .5

W F2 .5

W F2 .5

W F2 .5 1' 4"

1' 4"

W F2 .5

1' 4"

W F2 .5

W F2 .5 1' 4"

W F2 .5 1' 4"

W F2 .5 1' 4"

HATCHED AREA TO RECEIVE 4"

CONCRETE SLAB ON GRADE

REINFORCED WITH 6 X 6 - W2.9 X W2.9

WELDED WIRE REINFORCING.

WELDED WIRE TO BE PROVIDED IN

SHEETS, NOT ROLLS. SLAB TO BEAR

ON 4" OF COMPACTED, POROUS FILL.

PROVIDE MINIMUM 10 MIL

REINFORCED VAPOR BARRIER

BETWEEN SLAB AND POROUS FILL.

2' -8

W F2 .5

2' -8

W F2 .5

A

0.1

0.6

1.5

2.5

3.3

3.9

E

MASONRY

PIER

MASONRY.

PIER

MASONRY

PIER

F7

F5

F7

20' - 8 3/8"

F7 F7 F7 F7

1.

2.

3.

4.

5.

6.

7.

8.

FOUNDATION PLAN NOTES:

ENTIRE AREA TO RECEIVE 6" CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W4 X W4 WELDED WIRE REINFORCING, UNLESS NOTED

OTHERWISE. WELDED WIRE TO BE PROVIDED IN SHEETS, NOT ROLLS.

SLAB TO BEAR ON 4" OF COMPACTED, POROUS FILL. PROVIDE MINIMUM

10 MIL REINFORCED VAPOR BARRIER BETWEEN SLAB AND POROUS FILL.

CJ (CONSTRUCTION OR CONTROL JOINTS - CONTRACTOR'S OPTION) TO

BE PLACED AT COLUMN CENTERLINES AND SPACED AT 12'-0" O.C. MAX.

EACH WAY. SEE TYPICAL DETAIL.

"MASONRY PIER" WHERE NOTED ON PLAN TO RECEICE #5 VERTICAL

REINFORCING AT FOUR CONSECUTIVE CELLS CENTERED UNDER

FRAMING ABOVE

MARKS SHOWN THUS (-X'-XX") INDICATE TOP OF FOOTING BELOW

FINISHED FIRST FLOOR ELEVATION. CONTRACTOR MUST COORDINATE

TOP OF FOOTING ELEVATIONS WITH ARCHITECTURAL, MECHANICAL,

ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS. THE STRUCTURAL

ENGINEER MUST BE NOTIFIED OF CONFLICTS OR DISCREPANCIES IN

TOP OF FOOTING ELEVATIONS.

CONTRACTOR MUST COORDINATE WITH SITE DRAWINGS AND PROVIDE

FOOTING STEPS AS REQUIRED. SEE TYPICAL DETAIL.

REFERENCE FINISH SLAB ELEVATION TO BE 0'-0", UNLESS NOTED THUS

(-__'-__") ON PLAN. SEE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR

ELEVATION.

SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501, S-502 & S-503.

SEE GENERAL NOTES ON SHEETS S-001 & S-002.

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

FO

U

N D

AT

IO

N P

LA

N

O

VE

R

AL

L

S-101

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916949

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

ALL DIMENSIONS ARE TO FACE OF

CMU. UNLESS OTHERWISE NOTED

SCALE: 1/16" = 1'-0"B3 FOUNDATION PLAN

N

GRAPHIC SCALE: 1/16"=1'-0"

16' 0 8' 16' 32'

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

C4 S-201

A4 S-201

A4 S-201

F4 F4

18' - 0" 7' - 11 7/8"

8'

3/

8" 6'

0"

1/ 2"

/4

1'

4"

1'

4"

HSS6X

6X

3/8 ( -1' - 4" ) ( -1' - 4" )

/4

1/ 2"

6'

0"

A4 S-201

B

B4 S-201

B4 S-201

B4 S-201

A4 S-201

W F2 .5 1' 4"

WF2.5 (-1' - 4")

W F2 .5 1' 4"

WF2.5 (-1' - 4")

W F2 .5

W F2 .5

HATCHED AREA TO RECEIVE 4"

CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W2.9 X W2.9 WELDED WIRE

REINFORCING. WELDED WIRE TO BE

PROVIDED IN SHEETS, NOT ROLLS. SLAB

TO BEAR ON 4" OF COMPACTED, POROUS

FILL. PROVIDE MINIMUM 10 MIL

REINFORCED VAPOR BARRIER BETWEEN

SLAB AND POROUS FILL.

METAL STAIR - BY

OTHERS - SEE

ARCH. DWGS.

A

HSS6X

6X

3/8

10' - 11 5/8"

6'

3/

4"

/4

/4

0.1

3.9

1'-4 x 3'-4"

THICKENED SLAB @

BOTT. OF STAIRS -

SEE ARCH. DWGS.

CONSTRUCTION

OR CONTROL

JOINT - SEE

PLAN NOTES

C L

O F

M

AS

O N

R Y

6'

8"

1.

2.

3.

4.

5.

6.

7.

8.

FOUNDATION PLAN NOTES:

ENTIRE AREA TO RECEIVE 6" CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W4 X W4 WELDED WIRE REINFORCING, UNLESS NOTED

OTHERWISE. WELDED WIRE TO BE PROVIDED IN SHEETS, NOT ROLLS.

SLAB TO BEAR ON 4" OF COMPACTED, POROUS FILL. PROVIDE MINIMUM

10 MIL REINFORCED VAPOR BARRIER BETWEEN SLAB AND POROUS FILL.

CJ (CONSTRUCTION OR CONTROL JOINTS - CONTRACTOR'S OPTION) TO

BE PLACED AT COLUMN CENTERLINES AND SPACED AT 12'-0" O.C. MAX.

EACH WAY. SEE TYPICAL DETAIL.

"MASONRY PIER" WHERE NOTED ON PLAN TO RECEICE #5 VERTICAL

REINFORCING AT FOUR CONSECUTIVE CELLS CENTERED UNDER

FRAMING ABOVE

MARKS SHOWN THUS (-X'-XX") INDICATE TOP OF FOOTING BELOW

FINISHED FIRST FLOOR ELEVATION. CONTRACTOR MUST COORDINATE

TOP OF FOOTING ELEVATIONS WITH ARCHITECTURAL, MECHANICAL,

ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS. THE STRUCTURAL

ENGINEER MUST BE NOTIFIED OF CONFLICTS OR DISCREPANCIES IN

TOP OF FOOTING ELEVATIONS.

CONTRACTOR MUST COORDINATE WITH SITE DRAWINGS AND PROVIDE

FOOTING STEPS AS REQUIRED. SEE TYPICAL DETAIL.

REFERENCE FINISH SLAB ELEVATION TO BE 0'-0", UNLESS NOTED THUS

(-__'-__") ON PLAN. SEE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR

ELEVATION.

SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501, S-502 & S-503.

SEE GENERAL NOTES ON SHEETS S-001 & S-002.

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

PA

R

TI

AL

F O

U N

D

AT

IO

N

P

LA

N

AR

EA

A

S-102

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916950

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

SCALE: 1/8" = 1'-0"A4 PARTIAL FOUNDATION PLAN - AREA A

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

8' 0 4' 8' 16'

GRAPHIC SCALE: 1"=60'

60' 0 120'60'

N

SCALE: 1" = 60'-0"D4 KEY PLAN

N

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

A4 S-201

B4 S-201

C4 S-201

1/ 2"

/8

1/ 2"

/4

B3 S-201

/8

/4

1/ 4"

/8

4'

0" 4'

0"

9' - 11 5/8" 29' - 4 3/4" 10' - 0"

C4 S-201

C4 S-201

C4 S-201

C4 S-201

C4 S-201

C4 S-201

C4 S-201

B C D

/4

( -1' - 4" )

( -1' - 4" )

( -1' - 4" )

( -1' - 4" )

1'

4"

1'

4"

1'

4"

1'

4"

/8

6'

0"

4'

0" 4'

0"

WF2.5 (-1' - 4")

1' 4"

WF3 (-1' - 4")

W F2

.5 W

F2 .5

W F2

.5

WF2.5

WF2.5

WF2.5

WF2.5

1' 4"

W F2

.5 1' 4"

W F2

.5

W F2

.5 W

F2 .5

HATCHED AREA TO RECEIVE 4"

CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W2.9 X W2.9 WELDED WIRE

REINFORCING. WELDED WIRE TO BE

PROVIDED IN SHEETS, NOT ROLLS. SLAB

TO BEAR ON 4" OF COMPACTED, POROUS

FILL. PROVIDE MINIMUM 10 MIL

REINFORCED VAPOR BARRIER BETWEEN

SLAB AND POROUS FILL.

20' - 8 3/8" 25' - 0" 25' - 0"

C L

O F

M

AS

O N

R Y

C L

O F

M

AS

O N

R Y

C L

O F

M

AS

O N

R Y

/8

/8

CL OF

MASONRY

/8

/8

CL OF

MASONRY

0.1

3.9

E

MASONRY

PIER

MASONRY.

PIER

MASONRY

PIER

CONSTRUCTION

OR CONTROL

JOINT - SEE

PLAN NOTES

70' - 8 3/8"

F7 (-1' - 4")

F5 (-1' - 4")

F7 (-1' - 4")

MASONRY.

PIER

F5

(-1' - 4")

1.

2.

3.

4.

5.

6.

7.

8.

FOUNDATION PLAN NOTES:

ENTIRE AREA TO RECEIVE 6" CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W4 X W4 WELDED WIRE REINFORCING, UNLESS NOTED

OTHERWISE. WELDED WIRE TO BE PROVIDED IN SHEETS, NOT ROLLS.

SLAB TO BEAR ON 4" OF COMPACTED, POROUS FILL. PROVIDE MINIMUM

10 MIL REINFORCED VAPOR BARRIER BETWEEN SLAB AND POROUS FILL.

CJ (CONSTRUCTION OR CONTROL JOINTS - CONTRACTOR'S OPTION) TO

BE PLACED AT COLUMN CENTERLINES AND SPACED AT 12'-0" O.C. MAX.

EACH WAY. SEE TYPICAL DETAIL.

"MASONRY PIER" WHERE NOTED ON PLAN TO RECEICE #5 VERTICAL

REINFORCING AT FOUR CONSECUTIVE CELLS CENTERED UNDER

FRAMING ABOVE

MARKS SHOWN THUS (-X'-XX") INDICATE TOP OF FOOTING BELOW

FINISHED FIRST FLOOR ELEVATION. CONTRACTOR MUST COORDINATE

TOP OF FOOTING ELEVATIONS WITH ARCHITECTURAL, MECHANICAL,

ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS. THE STRUCTURAL

ENGINEER MUST BE NOTIFIED OF CONFLICTS OR DISCREPANCIES IN

TOP OF FOOTING ELEVATIONS.

CONTRACTOR MUST COORDINATE WITH SITE DRAWINGS AND PROVIDE

FOOTING STEPS AS REQUIRED. SEE TYPICAL DETAIL.

REFERENCE FINISH SLAB ELEVATION TO BE 0'-0", UNLESS NOTED THUS

(-__'-__") ON PLAN. SEE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR

ELEVATION.

SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501, S-502 & S-503.

SEE GENERAL NOTES ON SHEETS S-001 & S-002.

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G C

O M

M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

AR

IN

E

CO

RP

S

NA

VA

L

ST

AT

IO

N

- N

OR

FO

LK

, V A

M

AR

IN

E

C O

R

PS

B

AS

E C

AM

P

LE

JE

U N

E, N

C

P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

AT

LA

N

TI

C

AS INDICATED

10.08.2024

ANILORACHTRON

LANOISSEFORP

E RI NN G

E

E

SEAL

0 3 2 5 8 6

LUCAS G. A. GELO

Approved by Michael Foy, PE Resident Engineer, MARSOC

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

IE

LS

\D oc um en ts \P

-1

Ar m or y

- S tru ct

3_ ho ne w el l.r vt

/1 4/

:4

9:

P M

PA

R

TI

AL

F O

U N

D

AT

IO

N

P

LA

N

AR

EA

B

S-103

1701821

P-

S

O F

AR

M

O R

Y

FINAL SUBMITTAL

12916951

10.08.20204

LGG HON LGG

SL/RC

NEK

EJA

HPN

10.08.2024

SCALE: 1/8" = 1'-0"A4 PARTIAL FOUNDATION PLAN - AREA B

N

SCALE: 1" = 60'-0"D4 KEY PLAN

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

8' 0 4' 8' 16'

GRAPHIC SCALE: 1"=60'

60' 0 120'60'

N

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

F G H J

C4 S-201

/8

/4

/4

/8

27' - 3 1/2" 24' - 8 1/2" 27' - 6 3/8" 25' - 5 1/8" 14' - 0" x1

C1 14 x1 C2 14 x1 C2 14 x1 C2 x1

C1 14 x1 C2 14 x1 C2 14 x1 C2

HSS6X

6X

3/8

HSS6X6X3/8

HSS6X

6X

3/8

HSS6X6X3/8

HSS6X

6X

3/8

HSS6X6X3/8

(-1' - 4")

F11

36' - 4 5/8"

0'

/8

C4 S-201

C4 S-201

B3 S-201

B3 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

A4 S-201

K

WF2.5 (-1' - 4")

WF3 (-1' - 4")

WF2.5 (-1' - 4")

W F2 .5 1' 4"

W F2 .5 1' 4"

W F2 .5 1' 4"

(-1' - 4") F10 (-1' - 4")

F10 (-1' - 4")

F10 (-1' - 4")

F10 (-1' - 4")

F10 (-1' - 4")

F10 (-1' - 4")

F11 (-1' - 4")

F4

(-1' - 4") F4

(-1' - 4") F4

(-1' - 4") F4

(-1' - 4") F4

(-1' - 4") F4

/4

155' - 7 7/8"

1/ 2"

/8

/2

5/ 8"

C4 S-201

C4 S-201

0.1

0.6

1.5

2.5

3.3

3.9

E

MASONRY.

PIER

MASONRY.

PIER

MASONRY

PIER

F5 (-1' - 4")

F7 (-1' - 4")

F7 (-1' - 4")

MASONRY.

PIER

MASONRY.

PIER

MASONRY.

PIER

MASONRY.

PIER

F7 (-1' - 4")

F7 (-1' - 4")

MASONRY

PIER

F5 (-1' - 4")

MASONRY

PIERF5

(-1' - 4")

CONSTRUCTION

OR CONTROL

JOINT - SEE

PLAN NOTES

W F2 .5 1' 4"

W F2 .5 1' 4"

F7 (-1' - 4")

F7 (-1' - 4")

1.

2.

3.

4.

5.

6.

7.

8.

FOUNDATION PLAN NOTES:

ENTIRE AREA TO RECEIVE 6" CONCRETE SLAB ON GRADE REINFORCED

WITH 6 X 6 - W4 X W4 WELDED WIRE REINFORCING, UNLESS NOTED

OTHERWISE. WELDED WIRE TO BE PROVIDED IN SHEETS, NOT ROLLS.

SLAB TO BEAR ON 4" OF COMPACTED, POROUS FILL. PROVIDE MINIMUM

10 MIL REINFORCED VAPOR BARRIER BETWEEN SLAB AND POROUS FILL.

CJ (CONSTRUCTION OR CONTROL JOINTS - CONTRACTOR'S OPTION) TO

BE PLACED AT COLUMN CENTERLINES AND SPACED AT 12'-0" O.C. MAX.

EACH WAY. SEE TYPICAL DETAIL.

"MASONRY PIER" WHERE NOTED ON PLAN TO RECEICE #5 VERTICAL

REINFORCING AT FOUR CONSECUTIVE CELLS CENTERED UNDER

FRA…