1737010dwg7of8VOL3.pdf

APPLICABLE CODES, STANDARDS, AND DESIGN CRITERIA

STANDARD TITLE REVISION DATE NOTES

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS 01 OCTOBER 2020 --

UFC 3-600-01* FIRE PROTECTION ENGINEERING FOR FACILITIES 12 AUGUST 2020 --

ICC INTERNATIONAL BUILDING CODE(IBC) 2018 APPLICABLE CHAPTERS PER UFC

1-200-01; MEANS OF EGRESS MUST

BE BASED UPON THE LIFE SAFETY

CODE

NFPA 13 STANDARD FOR THE INSTALLATION OF SPRINKLER

SYSTEMS

2019 --

--NFPA 72 NATIONAL FIRE ALARM SIGNALING CODE 2019

NFPA 70 NATIONAL ELECTRICAL CODE (NEC) 2020

NOTES

STRUCTURAL FRAME, INCLUDING COLUMNS,

GIRDERS, TRUSSES

BUILDING ELEMENT HOURLY RATING

REQ'D

TYPE II-A

PROVIDED

EXTERIOR BEARING WALLS

INTERIOR BEARING WALLS

NONBEARING WALLS AND PARTITIONS

EXTERIOR WALLS

*NOT LESS THAN THE FIRE RESISTANCE

RATING BASED ON THE FIRE SEPARATION

DISTANCE FROM BUILDING 235

(SEE IBC TABLE 602)

*NOT LESS THAN THE FIRE RESISTANCE

RATING BASED ON THE FIRE SEPARATION

DISTANCE FROM BUILDING 235

(SEE IBC TABLE 602)

FLOOR CONST. INCLUDING SUPPORTING

BEAMS AND JOISTS

ROOF CONSTRUCTION INCLUDING

SUPPORTING BEAMS AND JOISTS

EXIT ENCLOSURES NOT APPLICABLE

TYPE II-A FIRE RESISTANCE RATINGS (IN HOURS) OF STRUCTURAL ELEMENTS

1 1

1 1

1 1

0 0

1 1

1 1

1 1

SHAFT ENCLOSURES 1 1

ADDITIONAL FIRE RESISTIVE RATED CONSTRUCTION REQUIREMENTS

NOTESBUILDING

ELEMENT/HAZARD

DESCRIPTION

HOURLY RATING

REQ'D ICC PROVIDED

OCCUPANCY CLASSIFICATIONS

SEGREGATION AREA

LSC

HIGH HAZARD

USE GROUP H-1

DESCRIPTION OF AREA

IBC

HIGH HAZARD-INDUSTRIAL

(CHAPTER 40)

OCCUPANCY CLASSIFICATIONS

OCCUPANT LOAD FACTOR

(FT2/PER PERSON)

150 GROSS

USE

BUSINESS

INDUSTRIAL - SPECIAL PURPOSE, HIGH HAZARD MAXIMUM PROBABLE NUMBER - TABLE 7.3.1.2 - "MP"

APPLICABLE OCCUPANT LOAD FACTORS - LSC TABLE 7.3.1.2

OFFICE

PLANNING ROOM

BUSINESS

INDUSTRIAL - SPECIAL

PURPOSE - HIGH HAZARD

MAXIMUM PROBABLE

NUMBER

LSC CALCULATED BUILDING OCCUPANT LOAD 32

AREA OCCUPANCY APPROX. AREA OCCUPANT LOAD

FACTOR

OCCUPANT LOAD

FIRST FLOOR

NUMBER OF EXITS AND CAPACITY

FLOOR LEVEL

FIRST FLOOR

REQUIRED

EXIT CAPACITY

AVAILABLE

EXIT CAPACITY

NUMBER OF

EXITS REQUIRED

NUMBER OF

EXITS PROVIDED

28" 4 - 36" WIDE DOORS

CLEAR WIDTH - 32"

TOTAL - 128"

2 (LSC- 7.11.4) 4

CALCULATED OCCUPANT LOADS PER LSC - SECTION 7.3.1

FLOOR, ROOM OR

SPACE DESIGNATION

MINIMUM

NUMBER OF EXITS

TRAVEL DISTANCE

FIRST FLOOR

(BUSINESS)

REQUIRED SHOWN

ON PLAN

ALLOWABLE TRAVEL

DISTANCE (LSC)

ARRANGEMENT MEANS

OF EGRESS

ACTUAL TRAVEL

DISTANCE SHOWN ON

PLANS

REQ'D DISTANCE

BETWEEN EXIT

DOORS

ACTUAL DISTANCE

SHOWN ON PLANS

1 1 100 FT 60 FT ONE EXIT - N/A

LSC - 38.2.4.2

N/A

2 4 100 FT 57 FT 127'/3=43 FT 74 FT & 52 FT

COMMON PATH OF TRAVEL

• SPRINKLERED BUSINESS OCCUPANCIES (LSC 38.2.5)

• SPRINKLERED HIGH HAZARD INDUSTRIAL (LSC 40.2.5.1)

100 FEET

NOT PERMITTED

60 FEET

NONE

DEAD END PATH OF TRAVEL

• SPRINKLERED BUSINESS OCCUPANCIES (LSC 38.2.5)

• SPRINKLERED HIGH HAZARD INDUSTRIAL (LSC 40.2.5.1 & 7.11.4)

50 FEET

NOT PERMITTED

18.5 FEET

NONE

TOTAL TRAVEL DISTANCE

• SPRINKLERED BUSINESS OCCUPANCIES (LSC 38.2.4.2)-SINGLE EXIT

• SPRINKLERED HIGH HAZARD INDUSTRIAL STORAGE (LSC 40.2.5.1)

100 FEET

75 FEET

60 FEET

57 FEET

BUILDING CODE AND LIFE SAFETY ANALYSIS

COMMON PATH, DEAD END, & TOTAL TRAVEL DISTANCE ANALYSISREQUIRED ACTUAL

TRAVEL DISTANCE REQUIREMENT

MEANS OF EGRESS SUMMARY

NFPA 10 PORTABLE FIRE EXTINGUISHERS 2018 --

NFPA 101 LIFE SAFETY CODE (LSC) 2018NFPA 90A STANDARD FOR THE INSTALLATION OF AIR-

CONDITIONING AND VENTILATING SYSTEMS

NFPA 101 LIFE SAFETY CODE (LSC) 2018

NOT APPLICABLE

FIRST FLOOR

(HIGH HAZARD)

SEGREGATION

214 30 8

500 GROSSSTORAGE, ORDINARY HAZARD

OFFICE BUSINESS

USE GROUP B

BUSINESS

(CHAPTER 32)

H-1 / B OCCUPANCY SEPARATION 2 HR UFC 3-600-01 - 4-5.4.32 HR

NAVSEA OP-5 AMMUNITION AND EXPLOSIVES SAFETY ASHORE EIGHTH REVISION10 MARCH 2023

DES REG 6055.09 DEFENSE EXPLOSIVES SAFETY REGULATION EDITION 1JANUARY 13, 2019

* UFC 3-600-01 GENERALLY REQUIRES CONSTRUCTION ISSUES TO COMPLY WITH IBC CRITERIA AND LIFE SAFETY/EGRESS ISSUES TO MEET THE REQUIREMENTS OF LSC. CONFLICTS BETWEEN THE IBC AND LSC RELATED TO FIRE RESISTANCE ARE REQUIRED TO COMPLY WITH LSC

CRITERIA AND APPLICABLE PROVISIONS OF THE UFC CODE (UFC 3-600-01 § 2-1.1).

BUILDING DESCRIPTION

TYPE OF CONSTRUCTION II-A

NUMBER OF STORIES 1

BUILDING HEIGHT 24'-8"

NUMBER OF

STORIES

OCCUPANCY

AND USE

(A)

BLDG AREA PER

STORY (ACTUAL)

1 H-1

(B)

TABLE 506.2 AREA

(PER STORY)

(C)

AREA FOR FRONTAGE

INCREASE (100% OPEN)

(E)

ALLOWABLE AREA

9,244 11,000 8,250 19,250 (PER STORY)

TOTAL -- 9,244 -- -- 19,250

ALLOWABLE AREA FOR NEW CONSTRUCTION (TYPE II-A)

ALLOWABLE HEIGHT (TYPE II-A)

ALLOWABLE

(TABLE 504.3)

BUILDING HEIGHT 65'-0"

ACTUAL

24'-8"

NUMBER OF STORIES 1 1

FIRE RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS OF TYPE II-A

BUILDING BASED ON FIRE SEPARATION DISTANCE (IBC TABLE 602)

FIRE SEPARATION DISTANCE (FSD) TO LOT

LINE

USE GROUP H-1

FSD < 5 FT

5 FT ≥ FSD < 10 FT

10 FT ≥ FSD < 30 FT

2 HR

3 HR

1 HR

FSD ≥ 30FT 0 HR

30 GROSSBUSINESS COLLABORATION ROOM ( ≤ 450 FT²)

SECURE STORAGE

BUSINESS/

COLLABORATION

STORAGE 447 500 1

MECH/ELEC SUPPORT UNOCCUPIED 517 4

MECHANICAL, TELECOM, ELECTRICAL SUPPORT MAXIMUM PROBABLE NUMBER - TABLE 7.3.1.2 - "MP"

MAXIMUM PROBABLE

NUMBER

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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ACTIVITY

Approved by LCDR VINCE DEL

GRECO, ROICC with PWD YORKTOWN, via Email, U.C.

Wine

REF.

ROOM / ZONE AREA (SF)

OCCUPANCY, ALLOWABLE

AREA PER OCCUPANT OCCUPANCY LOAD (PEOPLE)

OCCUPANCY, TYPE

SEE OCCUPANCY HATCH

LEGEND

1500 B

150 10

2 HOUR FIRE BARRIER

SYMBOL DESCRIPTION

COMMON PATH OF TRAVEL

TRAVEL DISTANCE

TD

XX' - XX"

DEAD -END CORRIDOR

DE

XX' - XX"

34 0.2

CP

XX' - XX"

EXIT WIDTH PER PERSON

ACTUAL EGRESS (PEOPLE)

EXIT ID NUMBER

MAX EXIT CAPACITY (PEOPLE)

NET EXIT WIDTH (INCHES)

B

A

1 2 5 6 8

C

D

E

F

TD4

69' - 6"

CP2

67' - 0"

TD1

70' - 6"

TD5

71' - 0"

TD2

54' - 0"

TD3

67' - 0"

CP1

59' - 6"

32 0.2

32 0.4

32 0.4

32 0.4

B

MP

SP-1

MP

UO

A B

C

ABC

A B

C

ABC

ABCABC

A B

C

ABC

ABC ABC ABC ABC

OPEN OFFICE

SHOP LEAD

104 CORRIDOR

MOTHERS

ROOM

TOILET

TOILET

109 PLANNING ROOM

VESTIBULE

OPEN

SEGREGATION

AREA B

SEGREGATION

CELL B

SEGREGATION

CELL A

CONTAINER

TRANSFER

BAY A

SPRINKLER

ROOM

MECHANICAL

ROOM

ELECTRICAL

ROOM

AIR

FORKLIFT

CHARGING

SECURE TOOL

ROOM B

GENERAL

STORAGE

STOR.

DE1

18' - 6"

CUSTODIAN

SERVER

GENERAL

STORAGE

SECURE TOOL

ROOM A

S

B/C

32 0.4

64 0.4

32 0.4

32 0.4

73' - 6"

126' - 10"

51' - 10"

OCCUPANCY HATCH LEGEND

OCCUPANCY USEMARK

BUSINESS (B)

SPECIAL PURPOSE -

INDUSTRIAL * (SP-I)

STORAGE - ORDINARY (S)

* CLASS II, DIV 1 ELECTRICAL CLASSIFICATION

BUSINESS -

COLLABORATION (B-C)

UO = UNOCCUPIED

MP = MAXIMUM PROBABLE

NUMBER

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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IN

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C O

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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GENERAL NOTES

LIFE SAFETY LEGEND

KEY NOTES

GRAPHIC SCALE(S)

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

TRAVEL DISTANCE SUMMARY

ID ACTUAL MAXIMUM

CP1 59' - 6" 100'

CP2 67' - 0" 100'

DE1 18' - 6" 50'

TD1 70' - 6" 75'

TD2 54' - 0" 75'

TD3 67' - 0" 75'

TD4 69' - 6" 75'

TD5 71' - 0" 75'

EXIT CAPACITY SCHEDULE

EXIT

NUMBER

NET CLEAR

EXIT WIDTH

(INCHES)

EXIT WIDTH PER

PERSON (EGRESS

FACTOR)

EXIT

CAPACITY

(PEOPLE)

ACTUAL

PERSONS

USING EXIT

1 32 0.2 160 22

2 32 0.4 80 2

3 32 0.4 80 2

4 32 0.4 80 1

5 64 0.4 160 1

6 32 0.4 80 1

7 32 0.4 80 1

8 32 0.4 80 2

TOTAL 800 32

1/8" = 1'-0" A1

FLOOR PLAN - LIFE SAFETY

A. FOR BUILDING CODE ANALYSIS REFER TO G001A

B. FOR CODE COMPLIANCE SITE PLAN REFER TO G100A

C. INFORMATION PROVIDED APPLIES TO BOTH SEGREGATION BUILDING

LOCATIONS

1. FACU

PLAN

NORTH

PLAN

NORTH

BLDG 1 BLDG 2

ABC

DRY CHEMICAL EXTINGUISHER - ABC TYPE

4A:80B:C UL RATED 10 LB EXTINGUISHER

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

CBAAXBB CONCRETE BEAM MARK

AA=WIDTH

BB=DEPTH

CPCAAXBB CONTINUOUS PILE CAP MARK

AA=WIDTH

BB=DEPTH

CCAAXBB CONCRETE COLUMN MARK

AA=WIDTH

BB=DEPTH

CWXX CONCRETE WALL MARK

XX=WALL WIDTH

PCX PILE CAP MARK

X=NUMBER OF PILES

TYP TYPICAL

X GRID MARK

WORK NOTE

TOSYY X' - X" TOP OF SLAB

CAST-IN-PLACE CONCRETE

COMPACTED SUBGRADE

POROUS FILL / STONE

BASE COURSE

XXX

XXX-TPY

PILE LOCATION

XXX=PILE NUMBER

TEST PILE LOCATION

XXX=PILE NUMBER

Y=TEST PILE NUMBER

GROUND FLOOR SLAB

JOINT - TYPE INDICATED

ON PLAN

TOPYY X' - X" TOP OF PARAPET

MASONRY VENEER

YY = HR FOR HIGH ROOF SLAB/PARAPET

YY = LR FOR LOW ROOF SLAB/PARAPET

YY = CR FOR CANOPY ROOF

DPX DROP PANEL MARK

X = WIDTH IN FEET

UNO UNLESS NOTED OTHERWISE

OC ON CENTER

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

GENERAL NOTES

1. UNIFIED FACILITIES CRITERIA UFC 1-200-01 - DOD BUILDING CODE (01

SEPTEMBER 2022 CHANGE 2, 12 JUNE 2023) IS THE OVERARCHING DOCUMENT

FOR THE DESIGN OF THE STRUCTURAL SYSTEM FOR THIS PROJECT. BELOW

ARE CORE UNIFIED FACILITIES CRITERIA, CONSENSUS BUILDING CODES AND

STANDARDS DIRECTED BY UFC 1-200-01 FOR USE IN THE DESIGN OF THE

STRUCTURAL SYSTEM:

A. CORE UNIFIED FACILITIES CRITERIA:

a. UFC 3-301-01 (11 APRIL 2023): STRUCTURAL ENGINEERING

B. CONSENSUS BUILDING CODES AND STANDARDS:

a. GENERAL:

• IBC 2021: INTERNATIONAL BUILDING CODE

• ASCE 7-16, WITH SUPPLEMENT 1: AMERICAN SOCIETY OF CIVIL

ENGINEERS, MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES

b. CONCRETE:

• ACI 318-19: AMERICAN CONCRETE INSTITUTE, BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE

c. METALS:

• ANSI/AISC 360-16: AMERICAN INSTITUTE OF STEEL

CONSTRUCTION, SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS

• AWS D1.1-2015: AMERICAN WELDING SOCIETY, STRUCTURAL

WELDING CODE – STEEL

• ANSI/NAAMM MBG 531-17: NATIONAL ASSOCIATION OF

ARCHITECTURAL METAL MANUFACTURERS, METAL BAR GRATING

MANUAL

2. THIS PROJECT IS SUBJECT TO IBC 2021 SPECIAL INSPECTION REQUIREMENTS

AS MODIFIED BY UFC 3-301-01 AND UFC 3-600-01. THE STATEMENT AND

SCHEDULE OF SPECIAL INSPECTIONS, INCLUDED WITH THE PROJECT

SPECIFICATIONS, DEFINE THE SCOPE OF SPECIAL INSPECTIONS.

3. THIS PROJECT IS SUBJECT TO IBC 2021 STRUCTURAL OBSERVATION

REQUIREMENTS FOR STRUCTURES. THE PROJECT SPECIFICATIONS DEFINE

THE SCOPE OF STRUCTURAL OBSERVATIONS.

4. THE STRUCTURAL SYSTEM HAS NOT BEEN DESIGNED TO RESIST

PROGRESSIVE COLLAPSE IN ACCORDANCE WITH UFC 4-023-03.

5. THE STRUCTURES ASSOCIATED WITH THIS PROJECT DO NOT MEET THE

OCCUPANCY LEVELS OF INHABITED BUILDINGS. THEREFORE, THE

STRUCTURES ARE EXEMPT FROM UFC 4-010-01 ANTITERRORISM PROVISIONS.

6. COORDINATE STRUCTURAL WORK WITH WORK SHOWN ON OTHER

DRAWINGS.

7. CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. PROVIDE

MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO,

SHORING AND TEMPORARY BRACING TO MAINTAIN THE STRUCTURE IN A

SAFE AND STABLE CONDITION AT ALL TIMES. THE CONTRACTOR IS SOLELY

RESPONSIBLE TO DETERMINE ERECTION PROCEDURES AND SEQUENCE OF

CONSTRUCTION. UNDERTAKE NECESSARY MEASURES TO ENSURE SAFETY

OF PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.

VISITS TO THE SITE BY THE CONTRACTING OFFICER OR CONTRACTING

OFFICER'S REPRESENTATIVE DO NOT RELIEVE THE CONTRACTOR OF SUCH

RESPONSIBILITY.

8. WHERE CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE

CONTRACT DRAWINGS OR SPECIFICATIONS, CONSTRUCT OF THE SAME

CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR

SUBJECT TO THE APPROVAL OF THE CONTRACTING OFFICER. WHERE

SECTIONS VARY, PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM,

UNLESS NOTED OTHERWISE.

9. REPORT DIMENSIONAL DISCREPANCIES BETWEEN DRAWINGS TO THE

CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AFFECTED AREAS.

10. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND

SUPERVISION OF THE WORK ARE THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

11. DETAILS TITLED OR NOTED AS TYPICAL OR STANDARD APPLY NOT ONLY

WHERE SPECIFICALLY INDICATED OR REFERENCED BUT ALSO IN OTHER

CASES WHERE THE NATURE OF THE CONSTRUCTION REQUIRES THEIR USE.

DETERMINE APPLICABILITY OF TYPICAL AND STANDARD DETAILS FROM

DESCRIPTIVE TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION

CONDITION WITH ANOTHER CONDITION WHERE THE DETAIL IS SPECIFICALLY

INDICATED OR REFERENCED.

12. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A

REFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO THE FOLLOWING

ELEVATIONS ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN

VERTICAL DATUM, 1988 (NAVD88):

A. SEGREGATION BUILDING 1: 52.65

B. SEGREGATION BUILDING 2: 50.50

DESIGN LOADS AND CRITERIA

1. RISK CATEGORY: III

2. LIVE LOADS:

A. UNIFORM:

a. CONTAINER TRANSFER, SEGREGATION AND CHARGING: 250 PSF

b. MECHANICAL, ELECTRICAL, SPRINKLER AND AIR: 150 PSF

c. MECHANICAL CATWALK: 40 PSF

d. OTHER AREAS: 125 PSF

e. ROOF: 20 PSF MINIMUM OR SNOW DRIFT

B. CONCENTRATED:

a. GROUND FLOOR SLAB: 2,000 LBS UNIFORMLY DISTRIBUTED OVER AN

AREA 2.5 FEET BY 2.5 FEET

b. ROOF: 300 LBS

C. VEHICLE (REFER TO S-901A FOR FORKLIFT AXLE LOADS.):

a. CONTAINER TRANSFER AND SEGREGATION: LOADED FORKLIFT

b. FORKLIFT CHARGING: UNLOADED FORKLIFT

c. CONTAINER TRANSFER: TRACTOR TRAILER WITH 80,000 LBS GROSS

VEHICLE WEIGHT (TRACTOR AND TRAILER) AND WB-67 WHEEL BASE

WITH THE FOLLOWING AXLE LOADS:

SINGLE DRIVE AXLE: 16 KIPS/12 KIPS

TANDEM DRIVE AXLE: 32 KIPS/34 KIPS (19'-6" FROM STEER AXLE)

TANDEM TRAILER AXLE: 32 KIPS/34 KIPS (45'-6" FROM DRIVE AXLE)

3. UNIFORM, CONCENTRATED AND VEHICLE LIVE LOADS HAVE NOT BEEN

APPLIED CONCURRENTLY. WHERE UNIFORM, CONCENTRATED AND VEHICLE

LOADS ARE INDICATED, THE SUPPORTING STRUCTURE HAS BEEN DESIGNED

FOR THE LOAD THAT PRODUCES THE GREATER LOAD EFFECTS.

4. LIVE LOADS FOR FLOOR AND ROOF FRAMING HAVE NOT BEEN REDUCED.

5. BOLLARDS: 6,000 LB CONCENTRATED LOAD APPLIED HORIZONTALLY IN ANY

DIRECTION AT 2'-3" ABOVE THE FLOOR SURFACE AS NON-CRASH AND NON-

ATTACK-RESISTANT BOLLARDS.

6. HANDRAIL AND GUARDRAIL SYSTEMS:

A. TOP RAIL:

a. CONCENTRATED LOAD: 200 LB APPLIED IN ANY DIRECTION AT ANY

POINT ON THE TOP RAIL

b. UNIFORM LOAD: 50 PLF APPLIED IN ANY DIRECTION ALONG TOP RAIL

AND NOT ACTING CONCURRENTLY WITH THE CONCENTRATED LOAD

B. INTERMEDIATE RAILS:

a. CONCENTRATE LOAD: 50 LBS APPLIED HORIZONTALLY AND NORMAL

TO THE RAILING ON AN AREA NOT EXCEEDING 12-INCH BY 12-INCH

AND NOT ACTING CONCURRENTLY WITH THE TOP RAIL

CONCENTRATED AND UNIFORM LOADS.

7. FIXED LADDERS:

A. LADDER: 300 LB APPLIED AT ANY POINT TO PRODUCE MAXIMUM LOAD

EFFECT ON ELEMENT CONSIDERED WITH NUMBER AND POSITION OF

ADDITIONAL CONCENTRATED LOAD UNITS OF 1 UNIT OF 300 LB FOR

EVERY 10 FEET OF LADDER HEIGHT.

B. SIDE RAIL EXTENSION: 100 LB SINGLE CONCENTRATED LIVE LOAD

APPLIED IN ANY DIRECTION AT ANY HEIGHT UP TO THE TOP OF THE SIDE

RAIL EXTENSION.

8. ROOF SNOW LOAD DATA:

A. GROUND SNOW LOAD: pg = 15 PSF B. FLAT-ROOF SNOW LOAD: pf = 12 PSF C. SNOW EXPOSURE FACTOR: Ce = 1.0 FOR PARTIALLY EXPOSED AT TERRAIN

CATEGORY B

D. SNOW LOAD IMPORTANCE FACTOR: Is = 1.10 E. THERMAL FACTOR: Ct = 1.0 AND SLOPE FACTOR: Cs = 1.0 F. DRIFT SURCHARGE LOAD: pd = 54 PSF G. WIDTH OF SNOW DRIFT: w = 13.5 FEET

9. WIND DESIGN DATA:

A. BASIC DESIGN WIND SPEED: 124 MPH

B. ALLOWABLE STRESS DESIGN WIND SPEED: 96 MPH

C. WIND EXPOSURE CATEGORY: C

D. INTERNAL PRESSURE COEFFICIENTS: +/- 0.18.

E. ENCLOSURE CLASSIFICATION: ENCLOSED

F. TOPOGRAPHIC FACTOR: 1.0

G. THE BUILDING LOCATION IS NOT A HURRICANE-PRONE REGION SINCE THE

BASIC DESIGN WIND SPEED FOR RISK CATEGORY II IS NOT GREATER

THAN 115 MPH.

H. THE BUILDING LOCATION IS NOT A WIND-BORNE DEBRIS REGION SINCE

THE BASIC DESIGN WIND SPEED IS NOT EQUAL TO OR GREATER THAN 130

MPH.

I. REFER TO COMPONENTS AND CLADDING PRESSURE NOTES ON S-901A

FOR BASIC DESIGN WIND PRESSURES APPLIED TO EXTERIOR

COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY

THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN

OF THE STRUCTURE.

10. ROOF RAIN LOAD DATA: 100-YEAR RAIN INTENSITY: i = 3.5 INCH/HOUR

11. NOTIONAL LOADS FOR GENERAL STRUCTURAL INTEGRITY: IN ACCORDANCE

WITH ASCE 7-16 SECTION 1.4.

MISCELLANEOUS METAL FABRICATIONS,

LADDERS AND METAL RAILINGS

SERVICEABILITY LIMITS

1. PILE FOUNDATION AND DRILLED SHAFT SETTLEMENT LIMIT: 1/2 INCH TOTAL

FOR INDIVIDUAL PILES OR PILE GROUPS OR AN ANGULAR DISTORTION OF 1/500.

2. CONCRETE FLOOR AND ROOF DEFLECTION LIMITS FOR THAT PART OF THE

TOTAL DEFLECTION OCCURRING AFTER ATTACHMENT OF NONSTRUCTURAL

ELEMENTS, WHICH IS THE SUM OF THE TIME-DEPENDENT DEFLECTION DUE TO

ALL SUSTAINED LOADS AND THE IMMEDIATE DEFLECTION DUE TO ANY

ADDITIONAL LIVE LOAD (FOR TWO-WAY SLABS, L = SLAB PANEL LARGEST

CLEAR SPAN DIMENSION):

A. ROOFS: L/240 (INTERIOR NON-LOAD BEARING PARTITIONS REQUIRE

DEFLECTION TRACK TO ALLOW FOR ROOF SLAB DEFLECTION OF 1-INCH)

B. FLOORS AT ADMINISTRATIVE AREA: L/480

3. FLOORS OTHER THAN ADMINISTRATIVE AREA: L/360 FOR IMMEDIATE

DEFLECTION DUE TO LIVE LOAD SINCE THESE FLOOR AREAS DO NOT SUPPORT

OR HAVE NONSTRUCTURAL ELEMENTS ATTACHED TO THEM THAT ARE LIKELY

TO BE DAMAGED BY LARGE DEFLECTIONS.

4. HANDRAIL AND GUARDRAIL SYSTEM: SUM OF THE RAIL HEIGHT DIVIDED BY 24

PLUS THE EFFECTIVE RAIL LENGTH DIVIDED BY 96 (H/24 + L/96).

5. WIND INDUCED LATERAL DRIFT AND DEFLECTION LIMITS BASED ON 0.42 TIMES

THE APPLICABLE BASIC MAIN WIND FORCE-RESISTING SYSTEM OR

COMPONENT AND CLADDING LOADS (ALLOWABLE STRESS DESIGN WIND SPEED

WITH A 10-YEAR MEAN RETURN INTERVAL):

A. BUILDING LATERAL DRIFT: H/480

B. WALL FRAMING DEFECTION: H/240

DELEGATED ENGINEERED SYSTEMS

1. DESIGN RESPONSIBILITY FOR THE FOLLOWING STRUCTURAL ENGINEERED

SYSTEMS AND COMPONENT PARTS IS DELEGATED TO A QUALIFIED

DELEGATED REGISTERED PROFESSIONAL ENGINEER SELECTED BY THE

CONTRACTOR. THIS LIST DOES NOT INCLUDE NON-STRUCTURAL ELEMENTS.

A. PRECAST/PRESTRESSED CONCRETE PILES

2. REFER TO THIS SHEET FOR APPLICABLE DESIGN STANDARDS, LOADS,

CRITERIA, AND SERVICEABILITY LIMITS.

3. INCLUDE SIGNED SEALS FOR WORK DESIGNED BY THE DELEGATED ENGINEER.

4. DO NOT START FABRICATION OF THE DELEGATED SYSTEM OR COMPONENT

PART OR FIELD CONSTRUCTION AFFECTED BY THE SYSTEM OR COMPONENT

PART WITHOUT SUBMITTAL APPROVAL BY THE CONTRACTING OFFICER.

PRECAST/PRESTRESSED CONCRETE PILES

12. FLOOD DESIGN DATA:

A. FLOOD DESIGN CLASS 2 ASSIGNED ACCORDING TO ASCE 24 TABLE 1-1

B. ELEVATION OF THE PROPOSED LOWEST FLOOR AND ELEVATION TO

WHICH BUILDING IS DRY FLOODPROOFED: BUILDING 1: 52.65 AND BUILDING

2: 48.50

C. ELEVATION OF THE BOTTOM OF THE LOWEST HORIZONTAL STRUCTURAL

MEMBER OF THE LOWEST FLOOR: BUILDING 1: 48.32 AND BUILDING 2: 44.17

13. EARTHQUAKE DESIGN DATA:

A. SEISMIC IMPORTANCE FACTOR: Ie = 1.25

B. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SS = 0.109g, S1 = 0.0425g

C. SITE CLASS: D

D. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SDS = 0.116g, SD1 = 0.068g

SEISMIC DESIGN CATEGORY: A

E. BASIC SEISMIC FORCE-RESISTING SYSTEM: BEARING WALL SYSTEM WITH

ORDINARY REINFORCED CONCRETE SHEAR WALLS

F. DESIGN BASE SHEAR (DUE TO ASD WIND LOADING):

a. PLAN NORTH-SOUTH DIRECTION: 114 KIPS

b. PLAN EAST-WEST DIRECTION: 108 KIPS

G. SEISMIC RESPONSE COEFFICIENT: Cs = 0.03625

H. RESPONSE MODIFICATION COEFFICIENT: R = 4

I. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS

J. THE ASCE 7-16 SEISMIC DESIGN REQUIREMENTS FOR BUILDINGS DO NOT

APPLY TO THIS BUILDING SINCE IT HAS BEEN ASSIGNED TO SEISMIC

DESIGN CATEGORY A.

1. THE INFORMATION PROVIDED IN THE REPORT TITLED 'FINAL GEOTECHNICAL

REPORT MILCON PROJECT P-171 WON 1737010 WEAPONS MAGAZINES, PHASE

3 YORKTOWN NAVAL WEAPONS STATION, YORKTOWN, VA', PREPARED BY

NAVFAC MIDLANT, AND DATED SEPTEMBER 18, 2023 HAS BEEN USED FOR THE

DESIGN OF THE FOUNDATIONS..

2. SHALLOW FOUNDATIONS (EXTERIOR MECHANICAL EQUIPMENT PADS): 500 PSF

NET ALLOWABLE BEARING PRESSURE WITH 9" FROST PROTECTION DEPTH

3. ALLOWABLE (SERVICE-LEVEL) PILE DESIGN CAPACITIES ARE AS FOLLOWS:

A. AXIAL COMPRESSION: 48 TONS

B. AXIAL TENSION: 0 TONS. PILES ARE NOT SUBJECT TO AXIAL TENSION

C. LATERAL: 4.5 TONS FOR 1/4-INCH DEFLECTION WITH A FREE-END PILE

HEAD FIXITY CONDITION

GEOTECHNICAL INFORMATION

1. CONCRETE: NORMAL WEIGHT WITH A MINIMUM 28-DAY COMPRESSIVE

STRENGTH OF 5000 PSI FOR SLABS AND 4000 PSI FOR OTHER CONCRETE.

2. FORMWORK:

A. COORDINATE CONCRETE WORK WITH THE PLACEMENT OF PIPING,

INSERTS, FLOOR DRAINS, CHAMFER STRIPS, REGLETS AND OTHER

EMBEDDED ITEMS.

B. DO NOT EMBED MECHANICAL, ELECTRICAL, PLUMBING AND OTHER

UTILITIES IN CONCRETE SLABS AND WALLS.

C. ACCURATELY PLACE, SUPPORT AND SECURE EMBEDDED ITEM SUCH AS

ANCHOR RODS AND WELD PLATES BEFORE PLACING CONCRETE TO

PREVENT DISPLACEMENT OF EMBEDDED ITEM BEYOND PERMITTED

TOLERANCES.

D. SLEEVE PIPING OR UTILITIES PASSING THROUGH CONCRETE TO

MAINTAIN 1" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE. REFER TO

OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE

MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS AND

WATER DURING CONSTRUCTION. DO NOT SLEEVE THROUGH PILE CAPS.

E. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE,

UNLESS NOTED OTHERWISE.

F. DO NOT EARTH-FORM FOUNDATIONS.

G. LOCATE CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND

OTHER JOINTS AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED.

3. REINFORCING STEEL:

A. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT AND HOOKED BARS.

B. HEADED DEFORMED BARS: ASTM A970 INCLUDING ANNEX A1

REQUIREMENTS FOR CLASS HA HEAD DIMENSIONS.

C. WELDED WIRE REINFORCEMENT: ASTM A1064, SHEET TYPE ONLY.

D. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH THE

AMERICAN CONCRETE INSTITUTE ACI SP-66, ACI 301 AND ACI 318, AND

THE CONCRETE REINFORCING STEEL INSTITUTE CRSI MANUAL OF

STANDARD PRACTICE.

E. REINFORCING BAR SUPPORTS: CONFORM TO CRSI RB4.1. USE WIRE OR

COMPOSITE BAR SUPPORTS. PRECAST CONCRETE BAR SUPPORTS ARE

ACCEPTABLE FOR FOUNDATIONS BUT NOT SLABS AND OTHER

CONCRETE ELEMENTS. FOR PRECAST BAR SUPPORTS, USE SUPPORTS

SPECIFICALLY MANUFACTURED FOR REINFORCING SUPPORT WITH A

MINIMUM CONCRETE COMPRESSIVE STRENGTH EQUAL TO OR GREATER

THAN CONCRETE ELEMENT INTO WHICH IT IS PLACED. DO NOT PLACE

PRECAST CONCRETE BAR SUPPORTS ON TOP OF OR CLOSER THAN 18-

INCHES FROM PILES.

F. CONCRETE CLEAR COVER: UNLESS NOTED OTHERWISE, USE THE

FOLLOWING MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT:

a. CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND: 3"

b. EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH GROUND: 2"

c. NOT EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH GROUND:

• ROOF SLABS AND WALLS (EXCEPT AT ROOF SLAB SOFFIT/WALL

SURFACES AT UTILITY ROOMS): 3/4"

• ROOF SLAB SOFFIT/WALL SURFACES AT UTILITY ROOMS: 1 1/2"

• GROUND FLOOR SLABS: TOP = 1" AND BOTTOM = 1 1/2"

• BEAMS AND COLUMNS: 1 1/2" TO STIRRUPS AND TIES

1. PROVIDE MATERIALS CONFORMING TO THE FOLLOWING:

A. SHAPES (OTHER THAN W AND WT), PLATES, MISCELLANEOUS SHAPES

AND THREADED RODS: ASTM A36, Fy = 36 KSI

B. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI C. PIPE: ASTM A53, TYPE E OR S, GRADE B, Fy=35 KSI D. HOLLOW STRUCTURAL SECTIONS: ASTM A1085, GRADE A, Fy = 50 KSI

E. WELDING: AWS D1.1 USING E70 ELECTRODES WITH LOW HYDROGEN

WHERE REQUIRED

F. HEADED STUD CONNECTORS: AWS D1.1, TYPE B MADE FROM ASTM A108

MATERIAL WITH Fu=65 KSI

G. STRUCTURAL BOLTS: ASTM A325, TYPE 1 WITH DIRECT TENSION

INDICATOR WASHERS OR ASTM F1852, TYPE 1 TENSION CONTROL BOLTS

H. CARBON STEEL BOLTS: ASTM A307, GRADE A

I. POST-INSTALLED ANCHORS: USE ANCHORS WITH CHARACTERISTICS

MEETING OR EXCEEDING THOSE IN REFERENCED ESR AS FOLLOWS.

a. CONCRETE SCREW ANCHORS: CASE HARDENED CARBON STEEL

SCREW BOLT WITH HEX HEAD AND SIZE INDICATED. EVALUATION

SERVICE REPORT ESR-3889 WAS USED FOR THE BASIS OF DESIGN.

b. ADHESIVE ANCHORS: CARBON STEEL ASTM F1554, GRADE 36

THREADED RODS OF SIZE INDICATED AND SET WITH ADHESIVE.

EVALUATION SERVICE REPORT ESR-4868 WAS USED FOR THE BASIS

OF DESIGN.

J. ANCHOR RODS: ASTM F1554 GRADE 36

K. GROUT: ASTM C1107 CEMENTITIOUS NONSHRINK

L. STEEL BAR GRATING: CONSTRUCTION TYPE, BAR SIZE AND FINISH AS

INDICATED AND MANUFACTURED IN ACCORDANCE WITH NATIONAL

ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

METAL BAR GRATING (MBG) 531.

2. USE STRUCTURAL BOLTS FOR MISCELLANEOUS METAL FABRICATION BOLTED

CONNECTIONS EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE. FULLY

PRETENSION STRUCTURAL BOLTS.

3. LOCATE ANCHOR RODS, STEEL PLATES WITH HEADED STUD CONNECTORS

AND OTHER EMBEDDED ITEMS ACCURATELY, SET WITH TEMPLATES, AND

SECURELY HELD IN POSITION PRIOR TO AND WHILE PLACING CONCRETE.

PROTECT EMBEDDED ITEMS FROM CONSTRUCTION ACTIVITY. DO NOT INSERT

EMBEDDED ITEMS INTO FRESH OR PARTIALLY HARDENED CONCRETE. DO NOT

SUBSTITUTE POST-INSTALLED ANCHORS FOR EMBEDDED ANCHOR RODS OR

OTHER EMBEDDED ANCHORS.

4. HOT-DIP GALVANIZE MISCELLANEOUS METAL FABRICATIONS, LADDERS AND

METAL RAILINGS AFTER FABRICATION.

LEGEND

1. USE 12-INCH SQUARE PRECAST/PRESTRESSED CONCRETE PILES

COMPLYING WITH THE PRECAST CONCRETE INSTITUTE MNL-116. AND WITH

THE FOLLOWING MATERIAL PROPERTIES:

A. BASE BID LENGTH: DETERMINE USING FOLLOWING MINIMUM PILE TIP

ELEVATIONS REFERENCING NAVD88, ROUNDING UP TO NEAREST

WHOLE FOOT FOR EACH PILE AND ADDING 10 FEET FOR TEST PILES:

a. SEGREGATION BUILDING 1 = 3.0 FEET

b. SEGREGATION BUILDING 2 = -1.0 FEET

B. CONCRETE: f'c = 5000 PSI (MINIMUM)

C. PRESTRESSING STEEL: ASTM A416, GRADE 270 SEVEN-WIRE STRESS

RELIEVED OR LOW RELAXATION STRANDS

D. REINFORCING STEEL: ASTM A615, Fy = 60 KSI

E. SPIRAL TIES: ASTM A1064

2. DESIGN PILES FOR THE FOLLOWING FACTORED LOAD COMBINATIONS

WHERE PU = FACTORED CONCENTRIC AXIAL FORCE, MU = FACTORED

BENDING MOMENT AND VU = FACTORED SHEAR IN THE PILE AND THE POINT

OF FIXITY IS 8.7 FEET BELOW TOP OF PILE:

A. 1.2D+1.0L+1.0W: PU = 135 KIPS, MU = 24 FT-KIPS AND VU = 15 KIPS

3. DRIVE (5) TEST (INDICATOR) PILES AT LOCATIONS SHOWN ON THE

FOUNDATION PLAN AS DIRECTED BY THE GOVERNMENT GEOTECHNICAL

ENGINEER AND CONTRACTING OFFICER.

4. DRIVE PILES WITH A VARIATION OF NOT MORE THAN THE FOLLOWING

WITHIN LOCATION/ELEVATION/ORIENTATION INDICATED. WHERE INDIVIDUAL

PILES OR PILE GROUPS EXCEED THESE TOLERANCES, PROVIDE

CORRECTIVE ACTION TO ENSURE PILE CAPACITIES ARE NOT EXCEEDED.

A. LONGITUDINAL AXIS: 2 PERCENT FROM VERTICAL

B. PLAN ROTATION: 10 DEGREES

C. PLAN OFFSET:

a. INDIVIDUAL PILE BUTTS: +/-3" IN TWO PERPENDICULAR DIRECTIONS

b. PILE GROUP CENTER OF GRAVITY:

• P-4 PILE CAPS/PARALLEL TO CONTINUOUS PILE CAP AXIS: +/-2"

• PERPENDICULAR TO CONTINUOUS PILE CAP AXIS: +/-1"

D. PILE BUTT ELEVATION: +0"/-2"

CAST-IN-PLACE CONCRETE

DESIGN LOADS AND CRITERIA CONTINUED CAST-IN-PLACE CONCRETE CONTINUED

G. SPLICE AND DEVELOPMENT LENGTHS: PROVIDE REINFORCING WITH

GREATEST LENGTHS PRACTICAL TO MINIMIZE SPLICES. DO NOT SPLICE WALL

AND COLUMN VERTICAL REINFORCING. WHERE WALL HORIZONTAL

REINFORCING SPLICES ARE REQUIRED, SPLICE BETWEEN AND NOT OVER

OPENINGS AND STAGGER SPLICES 5'-0" MINIMUM. WHERE SLAB REINFORCING

SPLICES ARE REQUIRED, SPLICE BOTTOM BARS OVER SUPPORTS AND TOP

BARS MIDWAY BETWEEN SUPPORTS. UNLESS NOTED OTHERWISE, USE THE

FOLLOWING EMBEDMENT AND LAP SPLICE LENGTHS FOR REINFORCING

STEEL BARS ROUNDED UP TO THE NEAREST WHOLE INCH:

a. MINIMUM STRAIGHT EMBEDMENT AND SPLICE LENGTHS: 48 BAR Ø

b. MINIMUM STANDARD HOOK EMBEDMENT LENGTHS: 15 BAR Ø

c. HOOK EMBEDMENT IS MINIMUM STRAIGHT LINE DISTANCE FROM

CRITICAL SECTION OF BAR TO FARTHEST EDGE OF HOOK.

H. AT CONSTRUCTION JOINTS BETWEEN WALL/COLUMN AND FOUNDATION/SLAB

ELEMENTS, PROVIDE CLEAN SURFACE FREE OF LAITANCE AND

INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4". S

Y M

D E

S C

R

IP

T

IO

N D

A T

E A

P

CONCRETE COLUMNS

CONTINUOUS PILE CAP

AT CONCRETE WALLS

PRECAST/PRESTRESSED

CONCRETE PILES

CONCRETE WALLS

MASONRY VENEER

PILE CAPS

AT COLUMNS

PILE SUPPORTED GROUND

FLOOR SLAB SHOWN

PARTIALLY TRANSPARENT

PERSONNEL

DOOR OPENINGS

OPENING

OVERHEAD DOOR

INTERIOR

CONCRETE

EQUIPMENT PAD

EQUIPMENT

CATWALK

FIXED

LADDER

LIGHTNING

PROTECTION MAST

FOUNDATION

EXTERIOR

CONCRETE

EQUIPMENT PAD

CONCRETE FILLED

STEEL BOLLARDS

CATWALK

BRACING

SAFETY

GATE

OPENINGLOUVER

SLAB SLOPES TO

EXTERIOR AT

CHARGING STATION

COLUMN

PROTECTION

SYSTEM

FIXED

LADDER

CONCRETE WALLS

CONCRETE ROOF SLAB

SHOWN PARTIALLY

TRANSPARENT

ROOF SLAB

OPENING

CONCRETE

COLUMNS BELOW

CONCRETE

COLUMN BELOW

CONCRETE WALLS

ROOF PRIMARY AND

OVERFLOW DRAIN

SCUPPER OPENINGS

EQUIPMENT

CATWALK

CONCRETE

COLUMNS BELOW

FIXED

LADDER

CATWALK

BRACING

CONCRETE

ROOF BEAM

FIXED

LADDER

A. REFER TO S-001A FOR GENERAL NOTES AND LEGEND.

B. THE 3D REPRESENTATION IS FOR GENERAL INFORMATION ONLY AND

DOES NOT REPRESENT A COMPLETE AND DETAILED REPRESENTATION OF

THE STRUCTURE. REFER TO PLANS, SECTIONS AND DETAILS FOR

DETAILED INFORMATION NOT SHOWN IN THE 3D REPRESENTATION.

C. ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND OTHER NON-

STRUCTURAL ELEMENTS ARE NOT SHOWN IN THE 3D REPRESENTATION.

DESIGN WIND PRESSURES FOR ROOF COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (SQFT)

ROOF

ZONE

DESIGN WIND PRESSURES FOR WALL COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (SQFT)WALL

ZONE

+16

1. USE WIND PRESSURES BELOW FOR THE DESIGN OF COMPONENTS AND

CLADDING ELEMENTS OR RETAIN A PROFESSIONAL ENGINEER TO

DETERMINE WIND PRESSURES FOR SPECIFIC EFFECTIVE WIND AREAS.

2. REFER TO DESIGN LOADS AND CRITERIA NOTES ON S-001A FOR WIND

LOAD DESIGN CRITERIA.

3. WIND PRESSURES ARE STRENGTH LEVEL VALUES BASED ON THE BASIC

DESIGN WIND SPEED (WIND LOAD FACTOR = 1.0). MULTIPLY PRESSURES

BY 0.6 WHEN USING ALLOWABLE STRESS DESIGN METHODOLOGY.

4. PRESSURES ARE GROSS VALUES, DO NOT INCLUDE DEAD LOADS AND ARE

TABULATED IN POUNDS PER SQUARE FOOT (PSF).

5. FOR ROOFS AND WALLS, PLUS AND MINUS SIGNS SIGNIFY PRESSURES

ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY. FOR

PARAPETS, PRESSURES ACT IN DIRECTION SHOWN IN ASCE 7-16 FIGURE

30.6-1.

6. DESIGN COMPONENTS AND CLADDING FOR THE MAXIMUM POSITIVE AND

NEGATIVE WIND PRESSURES.

7. FOR COMPONENTS AND CLADDING NOT AFFECTED BY INTERNAL

PRESSURE SUCH AS METAL WALL PANELS ATTACHED TO THE EXTERIOR

SURFACES OF CONCRETE WALLS, DEDUCT 5 PSF INTERNAL PRESSURE

FROM THE ABSOLUTE PRESSURE VALUES TABULATED BELOW EXCEPT DO

NOT REDUCE BELOW 16 PSF.

8. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE

WIND AREAS.

9. BUILDING ZONES ARE DEFINED IN ASCE 7-16 FIGURES 30.3-1 FOR WALLS,

30.3-3 FOR ROOFS AND 30.6-1 FOR PARAPETS.

10. DETERMINE PARAPET PRESSURES IN ACCORDANCE WITH ASCE 7-16

FIGURE 30.6-1 USING THE WALL AND ROOF PRESSURES TABULATED

BELOW.

11. FOR DESIGN OF DEFLECTION-CONTROLLED COMPONENTS AND CLADDING,

MULTIPLY DESIGN WIND PRESSURES BY 0.42 TO CONVERT LOADING TO

ALLOWABLE STRESS DESIGN VALUES FOR A 10-YEAR MEAN RETURN

INTERVAL.

-59

+34 -78

+34 -78

+16 -50

+30 -66

+30 -66

+16 -41

+27 -56

+27 -56

+16 -37

+25 -50

+25 -50

+34 -37

+34 -45

+29 -32

+29 -35

+27 -30

+27 -32

+25 -28

+25 -28

WHEEL BASE

54.2" STEER AXLE

UNLOADED = 2,361 LBS

LOADED = 6,769

DRIVE AXLE

UNLOADED = 4,474 LBS

LOADED = 14,882 LBS

NOTES:

1. LOADS BASED ON HYSTER COMPANY FORKLIFT MODEL E60XN

2. RATED CAPACITY = 6,000 LBS

3. OVERALL WIDTH (WIDE TREAD) = 48.2"

4. WHEEL LOAD = 1/2 AXLE LOAD

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

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1737010

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Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

SCALE: NOT TO SCALE

A1

3D REPRESENTATION

GENERAL SHEET NOTES

COMPONENTS AND CLADDING PRESSURES

FORKLIFT AXLE LOADS AND GEOMETRY

S Y

M D

E S

C R

IP

T

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D A

T E

A P

A. REFER TO S-001A FOR GENERAL NOTES AND LEGEND, SB501A AND SB502A

FOR FOUNDATION DETAILS AND SF501A FOR CONCRETE COLUMN AND

WALL DETAILS.

B. GROUND FLOOR SLABS ARE NOT SHOWN ON FOUNDATION PLAN. REFER

TO SB102A FOR GROUND FLOOR SLAB PLAN.

C. COLUMN AND WALL MARKS ARE NOT SHOWN ON FOUNDATION PLAN.

REFER TO SB102A FOR MARKS.

D. COORDINATE BELOW GRADE UTILITIES CROSSING FOUNDATIONS SO THAT

UTILITIES ARE ABOVE OR BELOW PILE CAPS, DO NOT PENETRATE

THROUGH PILE CAPS AND ARE AT LEAST 1'-0" AWAY FROM FACE OF PILES.

E. PROVIDE 6-INCH DEPTH NO. 67 STONE BASE COURSE BENEATH

FOUNDATIONS.

B

AA

2 5

CC

D

E

F

1' - 8" 21' - 4" 20' - 4" 25' - 5" 27' - 7" 1' - 8"

17' - 7" 16' - 2" 24' - 0" 24' - 0" 12' - 11"

CPC70X28 (TYP UNO)

3' - 9"

5 5

4'

8"

6' - 4" 3' - 8" 3' - 8" 8' - 2"

2' - 4"2' - 4"

6' - 8"

TYP

2' - 11 1/2" 14' - 9" 14' - 11 1/2" 14' - 10" 20' - 8" 8' - 10" 8' - 4" 12' - 8"

4'

8"

32' - 8" 65' - 4"

98' - 0"

1'

8"

1'

8"

2'

4" 9'

0"

8' - 2"

4'

8"

6' - 4" 6' - 4" 6' - 4"

A1

SB401A

C1

SB401A

A1

SB402A

A1

SB401A

SIM

A1

SB401A

SIM

TYP

11' - 9" 11' - 9"

10' - 1" 12' - 9" 12' - 8" 13' - 8" 13' - 11"

10' - 2" 10' - 2" 5'

9"

6'

4'

6"

90 91

16' - 4" (2 SPACES AT 8' - 2")

5'

8" 5'

9"

3'

0"

6" TYP

6" T

Y P

5' - 2"

1'

8"

1' - 8"

6" TYP

6" T

Y P

4'

4"

4'

6" 6'

5' - 2"

3'

9"

6' - 8" 52' - 0" (8 SPACES AT 6' - 6")

(8 S

P A

C E

S A

T 5'

8"

9 9 9

95 98 99 100 101 103102 104 105

115 120 125

126 128-TP5 129 130

139 140

145 147 148 149

70 74 76 78 80 82 84

62 60 58 56 54-TP4

26 29 31 34 36-TP3

(5 S

P A

C E

S A

T 5'

0"

6'

3"

73 75 77 81 83

5557596163

33 35

(9 S

P A

C E

S A

T 5'

4"

(9 S

P A

C E

S A

T 5'

4"

3'

(5 S

P A

C E

S A

T 5'

0"

3'

(4 S

P A

C E

S A

T 6'

0"

27' - 6" (5 SPACES AT 5' - 6")

71' - 6" (13 SPACES AT 5' - 6")

24' - 0" (4 SPACES AT 6' - 0")5' - 4" 16' - 0" (4 SPACES AT 4' - 0") 6' - 4"

24 25

96 97

131 132 135 136 141 142

133 134 137 138 143 144

116 117

118 119

121 122

123 124

1-TP1

93 94

23 27

17-TP2

PC4PC4

TYP

65 67 6968

C P

C

X

C P

C

X

C P

C

X

C P

C

X

PC4 PC4 PC4

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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O F

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A N

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

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-R

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E G d a v id

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.r v t

SB101A

P L A

N

F O

U N

D A

T

IO

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WCT

12942046

DMS DMS

03/26/2026

S E

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C

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MME/WJW

1737010

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Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

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

GENERAL SHEET NOTES

GRAPHIC SCALE

KEYNOTES#

1 PROJECT BASE POINT/WORK POINT ORIGIN (0,0) DEFINED BY

INTERSECTION OF PLAN SOUTH AND WEST WALL EXTERIOR FINISHED

FACES.

2 CONCRETE WALL CENTERLINE DIMENSIONS.

3 FACE OF CONCRETE WALL DIMENSIONS.

4 FACE OF MASONRY VENEER DIMENSIONS.

5 PILE CENTERLINES DIMENSIONS ALONG CONTINUOUS PILE CAP.

6 GRID LINE AND/OR CONCRETE WALL CENTERLINE DIMENSIONS.

7 TOP OF CONTINUOUS PILE CAP ELEVATION IS 2'-0" BELOW TOP OF

REFERENCED GROUND FLOOR SLAB ELEVATION 0'-0" UNLESS NOTED

OTHERWISE.

8 TOP OF PILE CAP ELEVATION IS 1'-2" BELOW TOP OF REFERENCED

GROUND FLOOR SLAB ELEVATION 0'-0" UNLESS NOTED OTHERWISE.

9 ALIGN PILE CENTERLINE WITH CONCRETE WALL CENTERLINE.

10 CONCRETE FILLED STEEL HSS BOLLARDS AT OVERHEAD DOORS. REFER

TO SB502A FOR DETAILS AND SB102A FOR LOCATIONS.

11 PRECAST CONCRETE PILE - REFER TO GROUND FLOOR SLAB PLAN FOR

SLAB DROP PANELS CAST MONOLITHIC WITH SLAB AT PILES SUPPORTING

SLAB BETWEEN COLUMNS AND WALLS.

12 LIGHTNING MAST DRILLED SHAFT FOUNDATION - COORDINATE

FOUNDATION LOCATION WITH THE CIVIL AND ELECTRICAL PLANS. REFER

TO SB502A FOR DETAIL. LOCATE THE CLOSEST OUTSIDE EDGE OF THE

DRILLED SHAFT FOUNDATIONS A MINIMUM OF 3 FEET HORIZONTALLY

FROM THE OUTSIDE EDGE OF THE BUILDING FOUNDATION. PROVIDE THE

DRILLED SHAFT FOUNDATIONS AFTER CONSTRUCTING THE BUILDING

PILES AND FOUNDATIONS AND PRIOR TO CONSTRUCTING THE BUILDING

SUPERSTRUCTURE. PROVIDE DRILLED SHAFTS WITH TEMPORARY STEEL

CASING AND DRILLING SLURRY TO MITIGATE CONSTRUCTABILITY

CONCERNS AND POTENTIAL IMPACTS TO THE BUILDING FOUNDATIONS.

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

A1

PLAN - FOUNDATION

PLAN

NORTH

PLAN

NORTH

BLDG 1 BLDG 2

S Y

M D

E S

C R

IP

T

IO

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D A

T E

A P

B

A

1 2 5 6 8

C

D

E

F

1'

8"

1'

8"

1' - 8" 21' - 4" 20' - 4" 25' - 5" 27' - 7" 1' - 8"

14' - 11 1/2" 14' - 10" 20' - 8" 8' - 10" 9' - 0" 12' - 0"

17' - 7" 16' - 2" 24' - 0" 24' - 0" 12' - 11"

3' - 9"

PC4 PC4 PC4

PC4PC4

TYP

CC24

X24

CC24

X24

CC24

X24

CC20

X20

CC20

X20

CW8 CW8

TYP

36' - 8" 7' - 4" 32' - 8"

3'

0"

4'

8"

32' - 8" 65' - 4"

2'

4" 9'

0"

CW12 (TYP UNO)

98' - 0"

TYP

21' - 4"

A1

SB401A

C1

SB401A

A1

SB401A

SIM

A1

SB402A

A1

SB401A

SIM

C4

SB401A

A1

SB402A

SIM

A1

SB402A

SIM

TYP AT

INTERIOR

DOORS

TYP

2'

4" 4'

0"

2'

8"

2' - 4"

O V

E R

H E

A D

D O

O R

O P

E N

IN

G

9'

3/

4"

2' - 11 1/2"

OVERHEAD DOOR OPENING

14' - 9"

2' - 11 1/2"

OVERHEAD DOOR OPENING

14' - 9"

1' - 6 1/2"

CW12A

CW8 TOS -2"

SLOPE

TYP

TYP

T Y

P

1'

0"

T Y

P

1'

6"

TYP

1' - 6"

TYP

1' - 6"

0" TYP

0" T

Y P

11 11 11

TYP

(7) #6T x 30' - 0"

(7

#6 T x

5'

0"

DP4.5 DP4.5 DP4.5

DP4.5DP4.5

DP4.5

DP4.5

DP4.5

8' - 0"

5'

0"

TYP

DP6.0

DP6.0

DP6.0

DP6.0 DP6.0

DP6.0 DP6.0 DP6.0

(7) #5T

(7

#5 T x

4'

0"

(7

#5 T x

4'

0"

(7

#5 T x

4'

0"

(7

#5 T x

4'

0"

(7

#5 T x

4'

0"

TYP

2" T

YP

(7) #6T x 30' - 0"

(7) #6T x 30' - 0"

(7

#6 T x

5'

0"

TYP

1'

8"

1' - 8"

A. REFER TO S-001A FOR GENERAL NOTES AND LEGEND, SB502A FOR

GROUND FLOOR SLAB DETAILS AND SF501A FOR COLUMN/WALL DETAILS.

B. REFER TO FOUNDATION PLAN ON SB101A FOR DIMENSIONS AND

FOUNDATION ELEMENTS NOT SHOWN OR ANNOTATED ON GROUND FLOOR

SLAB PLAN.

C. GROUND FLOOR SLAB IS 10-INCH THICK CONCRETE SLAB PLACED OVER

VAPOR BARRIER AND 8-INCH DEPTH OF POROUS FILL ON PREPARED

SUBGRADE AND REINFORCED WITH UNIFORMLY SPACED TOP AND

BOTTOM BARS EACH DIRECTION AS FOLLOWS:

CONTAINER TRANSFER/SEGREGATION AREAS: #6 AT 12" ON CENTER

MAXIMUM WITH OUTER LAYERS PARALLEL TO LETTERED GRID LINES.

OTHER AREAS: #5 AT 12" ON CENTER MAXIMUM WITH OUTER LAYERS

PARALLEL TO NUMBERED GRID LINES.

REFER TO SECTION A1/SB401A FOR REINFORCING PLACEMENT DETAILS.

AT LOCATIONS SHOWN ON PLAN, PLACE ADDED TOP BARS BETWEEN

UNIFORMLY SPACED REINFORCING SO THEY EXTEND EQUAL DISTANCE

EACH SIDE OF PILE/PILE CAP CENTERLINE.

COORDINATE REINFORCING STEEL PLACEMENT WITH FLOOR DRAINS AND

OTHER EMBEDDED ITEMS TO AVOID INTERRUPTING REINFORCING. OFFSET

REINFORCING BARS TO CLEAR EMBEDDED ITEMS. COORDINATE

REINFORCING STEEL PLACEMENT WITH POST INSTALLED ANCHOR

LOCATIONS TO AVOID CUTTING REINFORCING STEEL DURING ANCHOR

INSTALLATION. UNDER NO CIRCUMSTANCE IS IT ACCEPTABLE TO CUT

REINFORCING STEEL.

PLACE FLOOR SLABS MONOLITHICALLY BETWEEN JOINTS SHOWN. DO NOT

ADD CONSTRUCTION JOINTS WITHOUT CONTRACTING OFFICER APPROVAL.

COORDINATE SUPPORT FROM FLOOR SLABS FOR BELOW SLAB UTILITIES

WITH MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND

OTHER REQUIREMENTS.

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L F

A C

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IN

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C O

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A N

D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

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SB102A

P L A

N

G R

O U

N D

F L O

O R

S L A

B

WCT

12942047

DMS DMS

03/26/2026

S E

G R

E G

A T

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F A

C

IL

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MME/WJW

1737010

Y O

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S

Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

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

GENERAL SHEET NOTES

GRAPHIC SCALE

KEYNOTES#

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

A1

PLAN - GROUND FLOOR SLAB

1 FACE OF MASONRY VENEER.

2 CONCRETE WALL OPENING. REFER TO ARCHITECTURAL DRAWINGS FOR

SIZE AND LOCATION.

3 CONSTRUCTION JOINT WITH JOINT SEALANT AT PERSONNEL DOORS

THROUGH INTERIOR CONCRETE WALLS.

4 DOWELED CONSTRUCTION JOINT WITH SEMI-RIGID JOINT FILLER.

5 1/2-INCH PREMOLDED EXPANSION JOINT MATERIAL FULL DEPTH OF SLAB

BETWEEN SLAB EDGE AND FACE OF WALL.

6 (2) #5 X 4'-0" LONG AT REENTRANT SLAB CORNERS. PLACE DIRECTLY

BELOW SLAB TOP REINFORCING. TERMINATE WITH STANDARD HOOK

WHERE REINFORCING CANNOT BE PLACED SYMMETRIC ABOUT CORNER.

7 ADDED SLAB TOP REINFORCING OF QUANTITY, SIZE AND LENGTH

INDICATED. REFER TO GENERAL SHEET NOTES THIS SHEET FOR

REINFORCING PLACEMENT AND OTHER REQUIREMENTS.

8 SLAB DROP PANEL - REFER TO DETAIL ON SB501A.

9 CONCRETE FILLED STEEL HSS BOLLARDS AT OVERHEAD DOORS AND

FORKLIFT CHARGING ROOM. REFER TO SB502A FOR DETAILS.

10 SITE CONCRETE EMBEDDED STEEL BOLLARDS - REFER TO CIVIL

DRAWINGS FOR LOCATIONS AND DETAILS.

11 COLUMN PROTECTION SYSTEM - REFER TO ARCHITECTURAL DRAWINGS

FOR DETAILS.

12 FIXED LADDER. REFER TO DETAIL ON SF402A.

13 CONCRETE EQUIPMENT PAD AT EXTERIOR EQUIPMENT. REFER TO SB502A

FOR DETAIL. REFER TO MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS FOR EQUIPMENT.

14 CONCRETE EQUIPMENT PAD AT INTERIOR EQUIPMENT. REFER TO SB502A

FOR DETAIL. REFER TO MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS FOR EQUIPMENT.

15 BATTERY CHARGER EQUIPMENT PAD DIMENSIONS.

16 FLOOR DRAIN OR CLEANOUT - COORDINATE WITH PLUMBING.PLAN

NORTH

PLAN

NORTH

BLDG 1 BLDG 2

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

GROUND FLOOR TOS

0' - 0"

DEF

CONCRETE WALL

GROUND

FLOOR SLAB

SLAB TOP AND BOTTOM

REINFORCING - OUTER LAYER

CONCRETE

COLUMN BEYOND

GRID LINE /

INTERIOR FACE OF

CONCRETE WALL

GRID LINE /

CONCRETE COLUMN /

PILE CAP CENTERLINE

WALL VERTICAL

REINFORCING

WALL FINISH

SLAB UNIFORMLY

SPACED TOP AND

BOTTOM REINFORCING

BETWEEN COLUMN AND

WALL - INNER LAYER

WALL HORIZONTAL

REINFORCING

EXTERIOR FACE OF

CONCRETE WALL

STANDARD 180-

DEGREE HOOK EACH

END OF SLAB TOP

REINFORCING

GRID LINE /

INTERIOR FACE OF

CONCRETE WALL

INTERIOR FACE OF

CONCRETE WALL

PILES BEYOND

PILE CAP

BEYOND

PILES BEYOND

1' - 0"1' - 0"

CONTINUOUS

PILE CAP

WALL / CONTINUOUS

PILE CAP CENTERLINE

6" 6"

8"

COMPACTED

SUBGRADE

PILES

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONCRETE WALL

WALL VERTICAL

REINFORCING

WALL HORIZONTAL

REINFORCING

WALL / CONTINUOUS

PILE CAP CENTERLINE

6" 6"

NOTE:

REFER TO SB501A FOR PILE

CAP, CONTINUOUS PILE CAP

AND FLOOR SLAB DETAILS.

R E

FE

R

T O

P

LA

N

T O

P O

F P

IL

E

C A

P

1/2" JOINT FILLER AND

SEALANT BETWEEN

SLAB EDGES AND WALLS

CONTINUOUS

PILE CAP BEYOND

SITE GRADE

VAPOR BARRIER

POROUS FILL

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONTINUE VAPOR

BARRIER ACROSS

TOP OF WALL

PERIMETER INSULATION

GROUTED CAVITY

BELOW GRADE

MASONRY

VENEER

8" 8"

CONTINUOUS

PILE CAP

STONE BASE COURSE ON

COMPACTED SUBGRADE

STONE BASE COURSE ON

COMPACTED SUBGRADE

T Y

P

6"

SLAB ADDED TOP

REINFORCING PLACED

MIDWAY BETWEEN

UNIFORMLY SPACED

REINFORCING

4"

6" 6"

FIRST SLAB REINFORCING

SPACE FROM FACE OF WALL

4" 4"

BEGIN SLAB UNIFORMLY

SPACED REINFORCING

AT 6" EACH SIDE OF PILE /

PILE CAP CENTERLINE

SLAB REINFORCING PLACEMENT NOTES:

1. REFER TO PLAN FOR ADDED REINFORCING

QUANTITIES, SIZE AND LOCATIONS.

2. PLACEMENT WIDTH IS AS REQUIRED FOR ADDED

REINFORCING BAR QUANTITY.

3. UNIFORMLY SPACED AND ADDED SLAB

REINFORCING PLACEMENT REQUIREMENTS ARE

SHOWN IN THIS SECTION BETWEEN GRID LINES D

AND F. THESE REQUIREMENTS ALSO APPLY FOR

OTHER SLAB AREAS AND SPAN DIRECTIONS.

4. BEGIN UNIFORMLY SPACED REINFORCING

PLACEMENT FROM PILES / PILE CAPS AND

PROGRESSING TOWARDS WALLS / ADJACENT PILES

/ PILE CAPS WITH BAR PLACEMENT STARTING AT 6"

EACH SIDE OF PILE / PILE CAP CENTERLINES.

ADDED TOP REINFORCING PLACEMENT WIDTH

EQUAL+/- EQUAL+/-

MAXIMUM

1'-0"

BA

CONCRETE WALL

GROUND

FLOOR SLAB

GRID LINE /

INTERIOR FACE OF

CONCRETE WALL

WALL VERTICAL

REINFORCING

WALL FINISH

WALL HORIZONTAL

REINFORCING

EXTERIOR FACE OF

CONCRETE WALL GRID LINE /

INTERIOR FACE OF

CONCRETE WALL

INTERIOR FACE OF

CONCRETE WALL

MASONRY

VENEER

CONTINUOUS

PILE CAP

PILES BEYOND PILES BEYOND

1' - 0"

CONTINUOUS

PILE CAP

WALL / CONTINUOUS

PILE CAP CENTERLINE

6" 6"

VAPOR BARRIER

POROUS FILL

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONTINUE VAPOR

BARRIER ACROSS

TOP OF WALL COMPACTED

SUBGRADE

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONCRETE WALL

WALL VERTICAL

REINFORCING

WALL HORIZONTAL

REINFORCING

WALL / CONTINUOUS

PILE CAP CENTERLINE

NOTES:

REFER TO A1/SB401A

FOR NOTES NOT SHOWN.

R E

FE

R

T O

P

LA

N

T O

P O

F P

IL

E

C A

P

1/2" JOINT FILLER AND

SEALANT BETWEEN

SLAB EDGES AND WALLS

CONTINUOUS

PILE CAP BEYOND

1' - 0"

6" 6"

CONCRETE

WALL BEYOND

CONTINUOUS

PILE CAP BEYOND

SITE GRADE

PERIMETER INSULATION

GROUTED CAVITY

BELOW GRADE

CONCRETE COVER

AT INTERIOR FACE

OF WALLS AT

UTILITY SPACES

1 1/2"

1 1/2"

8" 8"8"

4" 4" 4"

D

GRID LINE /

INTERIOR FACE OF

CONCRETE WALL

INTERIOR FACE OF

CONCRETE WALL

1' - 0"

CONTINUOUS

PILE CAP

COMPACTED

SUBGRADE

PILES BEYOND

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONCRETE

WALL BEYOND

1/2"

DOOR

NOTES:

REFER TO A1/SB401A

FOR NOTES NOT SHOWN.

WIDEN WALL

BELOW SLAB FOR

SLAB SUPPORT

GROUND

FLOOR SLAB

PREFORMED GAP FOR

JOINT SEALANT - GAP

DEPTH AS REQUIRED

FOR SEALANT

APPLY CURING

COMPOUND TO FACE

OF PREVIOUS POUR TO

PREVENT BONDING

WALL BEYOND

1' - 0"8" 8"

CONTINUE VAPOR

BARRIER ACROSS

TOP OF WALL

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

N A

V A

L S

T A

T

IO

N

N O

R F

O L K

V

A

AS NOTED

/7

/2

:3

:4

A M

C U s e rs

\d a v id

.s a m m o n s

\D o c u m e n ts \R e v it L o c a l F ile s \P

-1

-S

-R

-S

E G d a v id

.s a m m o n s

.r v t

SB401A

S E

C T

IO

N

S

F O

U N

D A

T

IO

N A

N D

F L O

O R

S L A

B

WCT

12942048

DMS DMS

03/26/2026

S E

G R

E G

A T

IO

N

F A

C

IL

IT

IE

S

MME/WJW

1737010

Y O

R K

T O

W N

V

IR

G

IN

IA

N A

V A

L W

E A

P O

N S

S T

A T

IO

N

JWJ

CGM

HPN

M

ID

L A

N T

D C

C O

R E

S B

A

P W

E A

P O

N M

A G

A Z

IN

E

S

Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

SCALE: 1" = 1'-0"

A1

SECTION

SCALE: 1" = 1'-0"

C1

SECTION

1" = 1' - 0" 0 6" 1' 3'2'

GRAPHIC SCALE

SCALE: 1" = 1'-0"

C4

SECTION

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

D

F

GROUND

FLOOR SLAB

GRID LINE / INTERIOR

FACE OF CONCRETE

WALL BEYOND

WALL FINISH

EXTERIOR FACE

OF WALL BEYOND GRID LINE / INTERIOR

FACE OF CONCRETE

WALL BEYOND

MASONRY

VENEER BEYOND

CONTINUOUS

PILE CAP

PILES BEYOND

CONTINUOUS

PILE CAP

VAPOR BARRIER

POROUS FILL

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

CONTINUE VAPOR

BARRIER ACROSS

TOP OF WALL COMPACTED

SUBGRADE

PILES- BEYOND

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

WIDEN WALL BELOW

SLAB FOR SLAB SUPPORT

R E

FE

R

T O

P

LA

N

T O

P O

F P

IL

E

C A

P

PREFORMED GAP FOR

SEMI-RIGID EPOXY

JOINT FILLER - GAP

DEPTH AS REQUIRED

FOR FILLER

WALL BEYOND

1' - 0"

CONTINUOUS

PILE CAP BEYOND

3/8"

CONCRETE

WALL BEYOND

CONCRETE

WALL BEYOND

EDGE OF SLAB RECESS

SITE PAVEMENT

SLOPE

CONTINUOUS GALVANIZED

L2X2X1/4 WITH 1/2"Ø HEADED

STUDS AT 1'-0" ON CENTER

1" 1/ 2"

S

TE

P

SLAB RECESS

1' - 4 3/4"

ADDED BAR LENGTH

6' - 0"

ADD #5 WITH STANDARD

180-DEGREE HOOK AT

EACH TOP BAR AT SLAB

EDGE STEP/SLOPE

APPLY CURING

COMPOUND TO FACE

OF PREVIOUS POUR TO

PREVENT BONDING

SLAB EDGE

OVERHEAD DOOR

CONTINUOUS

PILE CAP BEYOND

NOTES:

1. REFER TO SB501A FOR PILE

CAP, CONTINUOUS PILE CAP

AND FLOOR SLAB DETAILS.

2. REFER TO SB502A FOR

BOLLARD DETAILS.

3. REFER TO A1/SB401A FOR

NOTES NOT SHOWN. GROUND

FLOOR SLAB

PREFORMED GAP FOR

SEMI-RIGID EPOXY

JOINT FILLER - GAP

DEPTH AS REQUIRED

FOR JOINT FILLER

APPLY CURING

COMPOUND TO FACE

OF PREVIOUS POUR TO

PREVENT BONDING

1 1/4"Ø X 1'-6" LONG SMOOTH

GREASED STEEL DOWEL AT

12" ON CENTER - LOCATE

CENTERLINE OF FIRST DOWEL

AT 6" FROM END OF JOINT

BOLLARDS BEYOND

1 1/2" COVER

8" 8" 8"

C O

V E

R

1/ 2"

EQ EQ

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

N A

V A

L S

T A

T

IO

N

N O

R F

O L K

V

A

AS NOTED

/7

/2

:3

:4

A M

C U s e rs

\d a v id

.s a m m o n s

\D o c u m e n ts \R e v it L o c a l F ile s \P

-1

-S

-R

-S

E G d a v id

.s a m m o n s

.r v t

SB402A

S E

C T

IO

N

S

F O

U N

D A

T

IO

N A

N D

F L O

O R

S L A

B

WCT

12942049

DMS DMS

03/26/2026

S E

G R

E G

A T

IO

N

F A

C

IL

IT

IE

S

MME/WJW

1737010

Y O

R K

T O

W N

V

IR

G

IN

IA

N A

V A

L W

E A

P O

N S

S T

A T

IO

N

JWJ

CGM

HPN

M

ID

L A

N T

D C

C O

R E

S B

A

P W

E A

P O

N M

A G

A Z

IN

E

S

Approved by LCDR VINCE DEL GRECO, ROICC with PWD

YORKTOWN, via Email.

SCALE: 1" = 1'-0"

A1

SECTION

1" = 1' - 0" 0 6" 1' 3'2'

GRAPHIC SCALE

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

PILES

PILE CAP

COLUMN DOWELS

WITH STANDARD 90-

DEGREE HOOK

CONCRETE COLUMN

CONCRETE FLOOR SLAB -

REINFORCING, POROUS

FILL AND OTHER DETAILS

NOT SHOWN

COLUMN/PILE CAP

CENTERLINE

1'

2"

P

IL

E C

A P

D E

P

TH

2'

6"

(10) #7 EACH DIRECTION

BOTTOM WITH STANDARD

180-DEGREE HOOK EACH END

2" C

LE

A

R 4"

E M

B E

D

3' - 0" 3' - 0"

SQUARE

6' - 0"

PILE CENTERLINES

NOTE:

EXTEND SLAB VAPOR BARRIER

1'-6" ACROSS TOP OF PILE CAP

1' - 6"3' - 0"1' - 6"

STONE BASE COURSE ON

COMPACTED SUBGRADE

T Y

P

6"

TOP OF PILE CAP -

TURN SLAB DOWN

TO PILE CAP

NOTE:

REFER TO PRECAST/PRESTRESSED

CONCRETE PILE NOTES ON S-001A FOR

PILE BUTT ELEVATION TOLERANCES.

INCREASE PILE CAP DEPTH TO MAINTAIN

4" PILE EMBEDMENT.

GROUND FLOOR TOS

0' - 0"

CONTINUOUS PILE CAP WIDTH

5' - 10" UNO

R E

FE

R

T O

P

LA

N

C O

N

TI

N U

O U

S P

IL

E

C A

P D

E P

TH

2'

4"

4" E

M B

E D

PILES

CONTINUOUS PILE CAP

WALL DOWELS WITH

STANDARD 90-

DEGREE HOOK

CONCRETE WALL

CONCRETE FLOOR SLAB -

REINFORCING, POROUS

FILL AND OTHER DETAILS

NOT SHOWN

WALL/PILE CAP

CENTERLINE

(6) #6 ((4) #6 AT CPC36X28)

CONTINUOUS TOP AND

BOTTOM WITH STANDARD

180-DEGREE HOOKS

EACH END

NOTE:

REFER TO 'ELEVATION AT

CONSTRUCTION JOINT' FOR

CONTINUOUS REINFORCING

SPLICING REQUIREMENTS.

#6 TRANSVERSE TOP

AND BOTTOM AT 1'-0"

ON CENTER WITH

STANDARD 180-DEGREE

HOOK EACH END

NOTES:

1. DETAIL SHOWN AT INTERIOR WALL.

DETAIL IS SIMILAR AT OTHER WALLS.

2. REFER TO PRECAST/PRESTRESSED

CONCRETE PILE NOTES ON S-001A FOR

PILE BUTT ELEVATION TOLERANCES.

INCREASE PILE CAP DEPTH TO

MAINTAIN 4" PILE EMBEDMENT.

PILE CENTERLINES

1' - 9" 2' - 4" 1' - 9"

SECTION ELEVATION AT CONSTRUCTION JOINT

2"

STONE BASE…