7406712 DrawingsAsOne.pdf

BUILDING 7019

BUILDING 7019

OLF GATE

SEASHO

RE D

R

SHELL R

D

CORE SOUND

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

IN

E

N A V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

T

T C

E

TI

HCRAD

R E

G I S

ERE

A N

I

L

ORA

N O

R

T H

C

N

D A

R

N

DE

.J UE

ER

III

C

N

NRB E

E W

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

M

A

P.

STCETIHCRA

FB

BERN N.C

.NEW

CERT. NO.

UTCETIHCRA

DERET

SI

G E R

NO

IT

AR

OP

RO

C

LAR

CAROLINANORTH

50679

/1

/2

:4

:0

P M

C U s e rs

\s ig m o n \D o c u m e n ts

\2

A

R C

H s ig m o n

P

C R

M .r v t

T

IT

L E

S H

E E

T

G-001

7406712

12939426

REL REL DJE,III

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

01 JUL 2026

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

G -0

BUILDING 7019 RENOVATIONS

MCOLF ATLANTIC

MARINE CORPS AIR STATION CHERRY POINT

SCALE: NOT TO SCALE

D1

REGIONAL MAP N

SCALE: NOT TO SCALE

B1

VICINITY MAP N

SCALE: NOT TO SCALE

A1

BUILDING LOCATION MAP

SCALE: NOT TO SCALE

B3

MCOLF ATLANTIC INSTALLATION MAP

N

N

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

T

T C

E

TI

HCRAD

R E

G I S

ERE

A N

I

L

ORA

N O

R

T H

C

N

D A

R

N

DE

.J UE

ER

III

C

N

NRB E

E W

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

M

A

P.

STCETIHCRA

FB

BERN N.C

.NEW

CERT. NO.

UTCETIHCRA

DERET

SI

G E R

NO

IT

AR

OP

RO

C

LAR

CAROLINANORTH

50679

/1

/2

:4

:0

P M

C U s e rs

\s ig m o n \D o c u m e n ts

\2

A

R C

H s ig m o n

P

C R

M .r v t

IN

D

E X

O F

D R

A W

IN

G

S

G-002

7406712

12939427

REL REL DJE,III

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

01 JUL 2026

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

G -0

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

X

Y

FIRE EXTINGUISHER CABINET (4-A:80-B:C)

FIRE EXTINGUISHER WALL BRACKET (AS INDICATED)

X = REQUIRED EGRESS CAPACITY (PERSONS)

Y = PROVIDED EGRESS CAPACITY (PERSONS)

NUMBER OF OCCUPANTS (PERSONS)

SMOKE BARRIER

1/2-HR FIRE BARRIER

1-HR FIRE BARRIER

ROOM TRAVEL DISTANCE

TRAVEL DISTANCE FROM ROOM

COMMON PATH OF TRAVEL

FIRE ALARM/MASS NOTIFICATION CONTROL PANEL

KNOX BOX

TD = XX-FT

CP = XX-FT

LIFE SAFETY LEGEND

xx

RT = XX-FT

K

FMCP

1. IBC INTERNATIONAL BUILDING CODE, 2024

2. UFC 1-200-01 DOD BUILDING CODE, CHANGE 4, 17 DECEMBER 2024

3. UFC 3-600-01 FIRE PROTECTION ENGINEERING FOR FACILITIES,CHANGE 6, 6 MAY 2021

4. UFC 4-021-01 DESIGN AND O&M: MASS NOTIFICATION,CHANGE 1, 1 JANUARY 2010

5. FC 4-721-10N NAVY AND MARINE CORPS UNACCOMPANIED HOUSING, CHANGE 1, 24 APRIL 2025

6. NFPA 13 INSTALLATION OF SPRINKLER SYSTEMS, 2025

7. NFPA 13R INSTALLATION OF SPRINKLER SYSTEMS IN LOW-RISE RESIDENTIAL OCCUPANCIES, 2025

8. NFP 20 INSTALLATION OF STATIONARY FIRE PUMPS FOR FIRE PROTECTION, 2025

9. NFPA 22 WATER TANKS FOR PRIVATE FIRE PROTECTION, 2023

10. NFPA 70 NATIONAL ELECTRICAL CODE, 2026

11. NFPA 72 NATIONAL FIRE ALARM AND SIGNALING CODE, 2025

12. NFPA 90A INSTALLATION OF AIR-CONDITIONING AND VENTILATING SYSTEMS, 2024

13. NFPA 101 LIFE SAFETY CODE, 2024 (LSC)

BUILDING 7019

R-2 (IBC 310.4) / DORMITORY (LSC 6.1.8.1.4) - ORDINARY HAZARD (LSC 28.1.5.1)

BUILDING 7019

NFPA 13R WET PIPE SPRINKLER SYSTEM

EMERGENCY VOICE FIRE ALARM & MASS NOTIFICATION SYSTEM

BUILDING 7019 TYPE II-B

BUILDING 7019

BASED ON R-2 USE GROUP

ALLOWABLE FLOOR AREA (IBC TABLE 506.2): 16,000-SF

BASIC ALLOWABLE STORIES/HEIGHT (IBC TABLE 504.3 & 504.4): 4-STORIES/60-FT

BUILDING 7019

TOTAL FOOTPRINT FLOOR AREA 10,983-SF

TOTAL BUILDING HEIGHT 1-STORY/21-FT

(IBC TABLE 601) TYPE II-B

STRUCTURAL FRAME, INCL. COLUMNS, GIRDERS & TRUSSES 0-HR

BEARING WALLS, EXTERIOR 0-HR

BEARING WALLS, INTERIOR 0-HR

NON-BEARING WALLS, INTERIOR & EXTERIOR 0-HR

FLOOR CONSTRUCTION 0-HR

ROOF CONSTRUCTION 0-HR

EXTERIOR FIRE-RESISTANCE RATING BASED ON FIRE SEPARATION DISTANCE

THE DISTANCE BETWEEN BUILDINGS 7019 AND THE NEAREST ADJACENT BUILDING IS GREATER THAN 40-FT. THIS PROVIDES A FIRE SEPARATION DISTANCE FROM THE NEAREST ADJACENT BUILDING TO THE IMAGINARY PROPERTY LINE OF 30-FT AND A FIRE SEPARATION DISTANCE FROM BUILDING 7019 TO THE IMAGINARY PROPERTY OF AT LEAST 10-FT. THERE IS NO FIRE RESISTANCE RATING REQUIRED FOR THE EXTERIOR WALLS OF

BUILDING 7019 BASED ON THE FIRE SEPARATION DISTANCE.

AREA OCCUPANCY USE

APPROX.

AREA (SF)

OCCUPANT LOAD

FACTOR

(SF/PERSON)

OCCUPANT

LOAD

(PERSONS)

FIRST FLOOR

SLEEPING ROOMS 128-136

RESIDENTIAL - BUNK 270

8 PER ROOM 48

LIMITS (BASED ON DORMITORY OCCUPANCY WITH PERMITTED REDUCTION FOR SPRINKLERS):

EXITS (TABLE A.10.2.2) MINIMUM CLASS B

EXIT ACCESS CORRIDORS (TABLE A.10.2.2) MINIMUM CLASS C

OTHER SPACES (TABLE A.10.2.2) MINIMUM CLASS C

OCCUPANT LOADS (LSC TABLE 7.3.1.2)

SLEEPING ROOMS (BUNKS) 50-SF/PERSON OR 8 PERSONS PER ROOM

RESIDENTIAL 200-SF/PERSON

ASSEMBLY 15-SF/PERSON

EXERCISE ROOM WITH EQUIPMENT 50-SF/PERSON

KITCHEN 100-SF/PERSON

BUSINESS 150-SF/PERSON

MEP SPACE 500-SF/PERSON

STORAGE 500-SF/PERSON

COMMON PATH OF TRAVEL (LSC TABLE A.7.6): 50-FT

COMMON PATH OF TRAVEL - MECH ROOM (LSC 7.13.1(1)(a)) 100-FT

DEAD END CORRIDOR (LSC TABLE A.7.6): 50-FT

TRAVEL DISTANCE WITHIN ROOM (LSC TABLE A.7.6): 125-FT

TRAVEL DISTANCE FROM ROOM DOOR (LSC TABLE A.7.6): 200-FT

CAPACITY OF EXITS (LSC TABLE 7.3.3.1):

LEVEL COMPONENTS (WIDTH/PERSON) 0.2-IN/PERSON

STAIRWAYS (WIDTH/PERSON) 0.3-IN/PERSON

NUMBER OF EXITS (LSC 7.4)

2 EXITS FOR AREAS WITH AN OCCUPANT LOAD LESS THAN 500

1 EXIT FOR AREAS WITH THE EXIT ACCESS LESS THAN THE ALLOWABLE COMMON PATH OF TRAVEL (28.2.4.2)

MEANS OF EGRESS MUST BE ILLUMINATED IN ACCORDANCE WITH LSC 7.8 (LSC 28.2.8). ARTIFICIAL LIGHTING IS REQUIRED AT LOCATIONS AND TIMES NECESSARY TO MAINTAIN

ADEQUATE ILLUMINATION (LSC 7.8.1.2.1).

EMERGENCY LIGHTING SYSTEMS MUST PROVIDE IN ACCORDANCE WITH LSC 7.9.2.1 & 7.9.2.2 (LSC 28.2.8).

MEANS OF EGRESS MUST BE PROVIDED WITH SIGNS IN ACCORDANCE WITH LSC 7.10 AND UFC 3-600-01 10-2 (LSC 28.2.10). SIGNS MUST HAVE LETTERING ON AN OPAQUE BACKGROUND. INTERNALLY ILLUMINATED SIGNS MUST BE LIGHT EMITTING DIODE (LED) TYPE, ELECTROLUMINESCENCE (LEC), OR COLD CATHODE TYPE. INCANDESCENT FIXTURES ARE NOT PERMITTED (UFC 3-600-01 10-2.1.1). RADIOLUMINOUS EXIT SIGNS ARE NOT PERMITTED (UFC 3-600-01 10-2.2).

FIRE EXTINGUISHERS MUST BE PROVIDED THROUGHOUT THE BUILDING IN ACCORDANCE WITH NFPA 10.

SLEEPING ROOMS 122-127

10,983 203

FUEL-FIRED HEATER ROOMS 1-HOUR (LSC TABLE 28.3.2.2.2)

1-HOUR (LSC TABLE 28.3.2.2.2)

TOTAL

5 PER ROOM

FLOOR LEVEL

REQUIRED EXIT

CAPACITY

AVAILABLE EXIT

CAPACITY

NUMBER OF

EXITS REQUIRED

NUMBER OF

EXITS PROVIDED

FIRST FLOOR 721,700190

ROOM REQUIRED SEPARATION

RESIDENTIAL - BUNK

DINING/TRAINING 103 614 4115

KITCHEN 111 612 6100

ASSEMBLY

KITCHEN

LAUNDRY ROOMS > 100-SF

SLEEPING ROOM WALLS AND FLOORS 1/2-HOUR (LSC 28.3.7.2)

NO. OF

SLEEPING

ROOMS

APPLICABLE BUILDING CODES

USE GROUP/OCCUPANCY

FIRE PROTECTION SYSTEMS

CONSTRUCTION TYPE

ALLOWABLE AREA & HEIGHT

ACTUAL AREA & HEIGHT

FIRE RESISTANCE RATING FOR BUILDING ELEMENTS

EXTERIOR WALLS

INTERIOR FIRE RESISTANCE REQUIREMENTS

INTERIOR FINISH CLASSIFICATION

TRAVEL DISTANCES

CAPACITY OF EXITS

ADDITIONAL LIFE SAFETY CRITERIA

MEANS OF EGRESS

FIRE SEPARATION DISTANCE (FSD)

FSD < 10-FT

GROUP R-2 (TYPE II-B)

1-HR

FSD ≥ 10-FT 0-HR

1-HOUR (LSC TABLE 28.3.2.2.2)TRASH COLLECTION ROOMS

STORAGE ROOMS SMOKE PARTITION (LSC TABLE 28.3.2.2.2)

GYM 114 555 1150EXERCISE -

LOUNGE 116 457 3015ASSEMBLY -

DUTY/OFFICE ROOMS 331 2150BUSINESS -

MECH/ELEC/COMM/FIRE PUMP ROOMS 832 1500MEP -

REMAINING RESIDENTIAL AREAS 3,574 18200RESIDENTIAL -

STORAGE ROOMS 372 1500STORAGE -

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUCTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

1 JUL 2026

/1

/2

:3 :0

A

M

C U s e rs \a fr e id

\O n e D ri v e

J e n s e n H u g h e s \D o c u m e n ts

\2

F

IR

E a fr e id

.r v t

L

IF

E S

A F

E T

Y G

E N

E R

A L

N O

T E

S A

N D

L E

G E

N D

GI001

7406712

FINAL

12939428

TKL TKL APF

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

G I0

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

0 40' 80'

FMCP

FDC

RISER

IPL

FIRE

WATER

TANK

FDE

FP

CODE COMPLIANCE SITE PLAN

A3 SCALE: 1" = 40'-0"

NOTES:

FAL - FIRE ACCESS LANE (W - WIDTH)

FDC - FIRE DEPARTMENT CONNECTION

FDE - FIRE DEPARTMENT ENTRANCE

FP - FIRE PUMP

FMCP - FIRE ALARM/MASS NOTIFICATION CONTROL PANEL

IPL - IMAGINARY PROPERTY LINE

RISER - SPRINKLER RISER

EGRESS DISCHARGE PATH

FAL W>20-FT

10'

10'

IPL

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUCTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

1 JUL 2026

/1

/2

:3 :1

A

M

C U s e rs \a fr e id

\O n e D ri v e

J e n s e n H u g h e s \D o c u m e n ts

\2

F

IR

E a fr e id

.r v t

C O

D E

C O

M P

L

IA

N C

E S

IT

E

P L

A N

GI002

7406712

FINAL

12939429

TKL TKL APF

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

G I0

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

K

F M

C P

WOMEN

LAUNDRY

ELEC.

106A COMM.

MECH.

FIRE PUMP

GYM STORAGE

114A

GYM

TRAINING STORAGE

KITCHEN

DINING/TRAINING

DRY STORAGE

TRASH

TOILET

111A

STORAGE

DUTY

OFFICE

CORRIDOR

LOBBY

LOUNGE

HEAD

120 BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

TOILET

128A

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

BEDROOM

TOILET

135A

TOILET

136A

TOILET

134A

TOILET

133A

TOILET

132A

TOILET

131A

CORRIDOR

TOILET

130A

TOILET

129A

JAN

8 588888

55555555

REMAINING

RESIDENTIAL

RT = 30-FT

CP = 50-FT

CP = 47-FT

TD = 76-FT

KEY NOTES

1. FIRE EXTINGUISHER MUST BE CLASS K.

2. FIRE EXTINGUISHER MUST BE CLASS ABC (4-A:80-B:C).

3. PROVIDE KNOX BOX KEYED TO MATCH DOWNEAST FIRE

DEPARTMENT. COORDINATE LOCATION WITH DOWNEAST

FIRE DEPARTMENT FIRE CHIEF - WAYNE PITTMAN

(252-725-3579).

4. THIS IS AN UNPROTECTED OPENING IN ACCORDANCE WITH

LSC 28.3.6.2.

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUCTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

1 JUL 2026

/1

/2

:3 :1

A

M

C U s e rs \a fr e id

\O n e D ri v e

J e n s e n H u g h e s \D o c u m e n ts

\2

F

IR

E a fr e id

.r v t

L

IF

E S

A F

E T

Y F

L O

O R

P L

A N

GI101

7406712

FINAL

12939430

TKL TKL APF

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

G I1

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

8' 0 4' 8' 16'

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

A1

LIFE SAFETY FLOOR PLAN

CP = 73-FT

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

Digitally signed by John K Avolis

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

/1

/2

:0 :1

P

M

C U s e rs

\l u c a s .K

A Y

D O

S -D

A N

IE

L S

\D o c u m e n ts

\2

B

S

T R

U C

T lg g e lo

.r v t

G E

N E

R A

L N

O T

E S

S-001

7406712

12939445

LGG HON LGG

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

01 JUL 2026

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

S -0

SHEET INDEX

SHEET NO SHEET TITLE

S-001 GENERAL NOTES

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES CONT.

S-101 FOUNDATION PLAN

S-102 ROOF FRAMING PLAN

S-201 SECTIONS

S-501 TYPICAL CONSTRUCTION DETAILS

S-502 TYPICAL CONSTRUCTION DETAILS

DESIGN CRITERIA

1. BUILDING CODES............................2024 IBC "INTERNATIONAL BUILDING CODE"

UFC 1-200-01, CHANGE 4, 17 DEC 2024 "DOD BUILDING CODE"

UFC 3-301-01, CHANGE 3, 03 FEB 2025 "STRUCTURAL ENGINEERING"

UFC 4-010-01, CHANGE 3, 24 MAY 2024 "MINIMUM ANTI-TERRORISM

STANDARDS FOR BUILDINGS"

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

3. SUPERIMPOSED DEAD LOADS:

a) ROOF..................................................................................................... 15 PSF

4. DESIGN LIVE LOADS:

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

b) MECHANICAL/ELECTRICAL ROOM ....................................................125 PSF

c) STORAGE ........................................................................................... 125 PSF

d) LOBBIES AND FIRST FLOOR CORRIDORS ..................................... 100 PSF

e) PRIVATE ROOMS................................................................................. 40 PSF

f) PUBLIC ROOMS................................................................................. 100 PSF

5. SNOW:

a) GROUND SNOW LOAD ....................................................................... 31 PSF

b) FLAT ROOF SNOW LOAD.................................................................... 22 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 ................................................................. 139 MPH

b) NOMINAL WIND SPEED.................................................................... 107 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

7. SEISMIC:

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

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

c) MAPPED SPECTRAL RESPONSE ACCELERATION, Ss ................... 0.140 G

d) ONE SECOND PERIOD SPECTRAL RESPONSE COEFF., S1........... 0.052 G

e) SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, SDS ........ 0.120 G

f) ONE SEC PERIOD SPECTRAL RESPONSE COEFFICIENT, SD1...... 0.073 G

g) SEISMIC RESPONSE COEFFICIENT, Cs ............................................... 0.047

h) RESPONSE MODIFICATION FACTOR, R.......................EXISTING BUILDING

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

j) BASIC SEISMIC FORCE RESISTING SYSTEM ............ EXISTING BUILDING

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

l) SEISMIC BASE SHEAR .................................. VX = VY = EXISTING BUILDING

8. RAIN:

a) RAIN INTENSITY, i ......................................................................... 4.25 IN/HR

A A

ZONE 45 5

3 2 3

3 2 3

Z O

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 36 -64

1 20 31 -57

1 50 25 -47

1 100 20 -40

2 10 -88

2 20 -79

2 50 -66

2 100 -57

3 10

3 20

3 50

3 100

4 10 48 -52

4 20 46 -50

4 50 48 -47

4 100 41 -45

4 500 36 -40

5 10 -64

5 20 -60

5 50 -54

5 100 -50

5 500 -40

W A

L L S

-88

-79

-66

-57

Z O

1. 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.

2. 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.

3. 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.

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

SCHEDULED FABRICATION DATE.

5. 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:

Anchor Bolt American Concrete Institute Adjacent Above Finished Floor Aluminum Alternate American Plywood Institute Architect American Society for Testing Materials Below Between Block Blocking Beam Bottom of Footing Bottom Channel Cast-in-Place Control Joint / Ceiling Joist Ceiling Clear Concrete Masonry Unit Column Concrete Connection Construction Continuous Double Degree Demolish, Demolition Depressed Diameter Diagonal Dimension Ditto Drag Truss Drawing Dowel Existing Each Each Face Expansion Joint Electric, Electrical Elevation Equal Equipment Each Side Each Way Existing Expansion Exterior Finished Floor Finish Grade Finish, Finished Floor Joist Floor, Flooring Field Nail Foundation Face Of Face of Concrete Face of Masonry

Face of Steel (Studs) Far Side Feet Footing Future Gauge Galvanized Grade Beam Grade Beam Grade, Grading Glued Laminated Girder Truss Gusset Hold Down Header Hanger Horizontal High Point Height Heating/Ventilation/ Air Conditioning International Building Code Inside Diameter Inch Include Information Insulated Interior Joist Joint Length, Angle Laminated Pound Long Live Load Long Leg Horizontal Long Leg Vertical Low Point Louver Masonry Maximum Masonry Control Joint Mechanical Medium Mezzanine Manufacture, Manufacturer Minimum Miscellaneous Masonry Opening Metal North Not In Contract Number Nominal Near Side Not To Scale On Center Outside Diameter Opposite Hand, Overhead Opening Powder Acuated Fasteners Parallel

A.B.

A.C.I.

ADJ.

A.F.F.

AL.

ALT.

A.P.A.

ARCH.

A.S.T.M.

BLW.

BETWN.

BLK.

BLKG

BM

B.O.F.

BOTT

C C.I.P.

C.J.

CLG

CLR

CMU

COL

CONC

CONN

CONST

CONT

DBL

DEG

DEM

DEP

DIA

DIAG

DIM

DO

D.T.

DWG

DWL

(E)

EA.

E.F.

E.J.

ELEC

ELEV

EQ.

EQPT.

E.S.

E.W.

EXIST.

EXP.

EXT.

F.F.

F.G.

FIN

F.J.

FLR

F.N.

FND

F.O.

F.O.C F.O.M.

F.O.S.

F.S.

FT.

FTG

FUT.

GA

GAL

G.B.

GB

GD

GLB

G.T.

GUSS.

HD

HDR

HGR

HORIZ

H.P.

HT

H.V.A.C

IBC

I.D.

IN

INCL

INFO

INS

INT.

JST

JT.

L

LAM

LB

LG

L.L.

L.L.H.

L.L.V.

L.P.

LVR

MAS

MAX

MCJ

MECH

MED

MEZZ

MFR

MIN

MISC

M.O.

MTL

N.

N.I.C.

NO.

NOM

N.S.

N.T.S.

O.C.

O.D.

O.H.

OPNG

P.A.F.

PAR.

Pounds per Cubic Foot Penetration Pre-Engineered Metal Building Plate, Property Line Plate Plywood Panel Pounds per Square Foot Pounds per Square Inch Radius Reference Reinforcement Required Return Revision, Revised Roof Rafters Room Rough Opening Rough Sawn Roof Truss South Schedule Section Separation Sheet Similar Seismic Lateral Resisting System Specification(s) Square Stainless Steel Standard Stiffener Steel Structural Suspended Symmetrical Top & Bottom Tongue & Groove Thick, Thickness Top of Beam Top of Concrete Top of Footing Top of Parapet Top of Steel Top of Wall Tube Steel Typical Unless Noted Otherwise Unless Otherwise Noted Vapor Barrier Vertical With West Wood Without Water Proof Working Point Weight Welded Wire Fabric Welded Wire Mesh

P.C.F.

PENT.

PEMB.

PL.

P L

PLY.

PNL.

P.S.F.

P.S.I.

R.,RAD.

REF.

REINF.

REQ.

RET.

REV.

RF.

RFT.

RM.

R.O.

R.S.

R.T.

S.

SCHED.

SEC.

SEP.

SHT.

SIM.

SLRS

SPEC.

SQ.

S.S.

STD.

STIFF.

STL.

STRUCT

SUSP.

SYM

T&B T&G

THK

T.O.B.

T.O.C.

T.O.F.

T.O.P.

T.O.S.

T.O.W T.S.

TYP.

U.N.O.

U.O.N.

V.B.

VERT.

W/ W.

WD.

W/O W.P.

W.PT.

WT.

W.W.F.

W.W.M

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

/1

/2

:0 :1

P

M

C U s e rs

\l u c a s .K

A Y

D O

S -D

A N

IE

L S

\D o c u m e n ts

\2

B

S

T R

U C

T lg g e lo

.r v t

S T

R U

C T

U R

A L

N O

T E

S

S-002

7406712

12939446

LGG HON LGG

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

01 JUL 2026

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

S -0

STRUCTURAL NOTES

2. FOUNDATION:1. GENERAL NOTES: 6. MECHANICAL ANCHORS IN HARDENED

CONCRETE AND MASONRY

(EXPANSION ANCHORS):

3. CONCRETE:

4. REINFORCING STEEL:

5. ADHESIVE, ANCHOR RODS AND REBAR

IN HARDENED CONCRETE (EPOXY)

ANCHORS):

1. ADHESIVE ANCHOR INSTALLATIONS MUST COMPLY WITH MANUFACTURER'S

WRITTEN INSTRUCTIONS AND SPECIFICATIONS, INLCUDING ICC-ES REPORTS

2. 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.

3. ADHESIVE MUST ONLY BE APPLIED TO DRY SURFACES.

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

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

5. WHEN INSTALLING EPOXY ANCHORS INTO MASONRY, ANCHORS MUST BE

INSTALLED IN SOLID GROUTED CELLS ONLY.

6. CHEMICAL ANCHOR SYSTEMS:

A. 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.

B. 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.

7. 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.

8. REINFORCEMENT BARS: ASTM A615 GRADE 60 STEEL.

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

PRIOR TO INSTALLATION.

10. 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.

11. 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.

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

ANCHORS TO BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS.

2. WHEN INSTALLING DRILLED EXPANSION ANCHORS IN EXISTING REINFORCED

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

EXISTING REINFORCEMENT.

3. 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.

4. EXPANSION ANCHOR SYSTEMS:

A. 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.

B. 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.

5. 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.

6. HERE 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.

7. 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.

8. 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.

9. 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.

1. 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.

2. 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.

3. 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.

4. TYPICAL DETAILS MUST BE USED WHENEVER APPLICABLE WHETHER

SPECIFICALLY REFERENCED OR NOT.

5. DRAWINGS MUST NOT BE SCALED FOR CONSTRUCTION PURPOSES.

6. PIPES OR DUCTS MUST NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER & CONTRACTING

OFFICER.

7. REFER TO ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

A. SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, UNLESS

OTHERWISE NOTED.

B. SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.

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

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

EXCEPT AS SHOWN.

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

E. FLOOR AND ROOF FINISHES.

F. STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN.

G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

8. REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE

FOLLOWING:

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

EXCEPT AS SHOWN OR NOTED.

B. ELECTRICAL CONDUITS, BOXES, OUTLETS.

C. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL AND PLUMBING

FIXTURES.

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

ETC.

9. ASTM REFERENCES ARE FROM THE LATEST ISSUE AND LATEST REVISION,

UNLESS OTHERWISE NOTED.

10. 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.

11. 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.

12. 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.

13. STRUCTURAL DRAWINGS TO BE USED IN CONJUNCTION WITH ARCHITECTURAL

DRAWINGS BY: MBF ARCHITECTS

SLAB ON GRADE

FOOTINGS & ALL OTHER CONCRETE

MIN. f'c

4,000 psi

4,000 psi

11. 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.

12. DRY PACK MUST BE ONE PART CEMENT AND 2 3/4 PARTS SAND WITH JUST

ENOUGH WATER TO HYDRATE CEMENT AND FORM A BALL SHOWING MOISTURE

ON THE SURFACE WHEN SQUEEZED. IT must BE RAMMED IN TIGHT TO MAXIMUM

DENSITY ATTAINABLE, AND MUST BE FROM A PRODUCT THAT SPECIFIES A

MINIMUM STRENGTH AT 28 DAYS OF 5000 psi.

13. 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.

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

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

15. CONCRETE WHICH DURING THE LIFE OF THE STRUCTURE must 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.

1. CEMENT MUST CONFORM TO ASTM C150, TYPE II / V

2. AGGREGATES FOR NORMAL WEIGHT CONCRETE MUST CONFORM TO ASTM C33, 1

1/2" MAXIMUM SIZE.

3. 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.

4. 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.

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

ASTM C94.

6. REINFORCING BARS AND INSERTS MUST BE SECURED IN PLACE PRIOR TO PLACING

CONCRETE.

7. 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".

8. NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE

GALVANIZED OR PAINTED. DAMAGED GALVANIZED AREAS MUST BE REPAIRED

PRIOR TO EMBEDMENT.

9. CONCRETE MUST HAVE A MAXIMUM DRY DENSITY OF 150 pcf.

10. MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS.

1. 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.

2. REINFORCING MUST BE ADEQUATELY SUPPORTED TO PREVENT DISPLACEMENT

BY CONCRETE PLACEMENT OR WORKERS.

3. 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.

4. 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".

5. 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.

6. REINFORCING BAR BENDS MUST BE MADE COLD.

7. UNLESS OTHERWISE SHOWN, WALL VERTICAL REINFORCING MUST BE

POSITIONED AT THE CENTER OF THE WALL.

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

SPACING AS VERTICAL REINFORCING.

9. REINFORCING BARS MUST BE PROVIDED WITH THE FOLLOWING CONCRETE

COVER:

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"

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

NOTED OTHERWISE.

11. SHOP DRAWINGS FOR SIZE AND LAYOUT OF REINFORCING REBARS ARE

REQUIRED WHEN NOTED IN THE LIST OF REQUIRED SHOP DRAWINGS.

4. 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.

5. 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.

6. ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW

CONSTRUCTION MUST BE REMOVED.

7. WALL FOOTINGS ARE CONTINUOUS POURED CONCRETE WITH CONTINUOUS

REINFORCING PLACED 3" CLEAR OF BOTTOM AND SIDES.

8. UNLESS OTHERWISE NOTED, WALL FOOTINGS ARE CENTERED UNDER WALLS AND

COLUMN FOOTINGS UNDER COLUMNS.

9. PROVIDE FOR DESIGN AND INSTALLATION OF CRIBBING, SHEATHING AND

SHORING REQUIRED TO SAFELY RETAIN GRADES.

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

SEEPAGE WATER.

DEFERRED SUBMITTALS:

1. 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.

A. LADDERS, GUARDRAILS, HANDRAILS AND THEIR COMPONENTS

B. SUPPORT ANCHORAGE OF MECHANICAL, ELECTRICAL AND

PLUMBING EQUIPMENT AND COMPONENTS

C. COLD-FORMED FRAMING AND LIGHT-GAUGE METAL TRUSSES,

CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT,

TYPICAL CONSTRUCTION DETAILS, AND CONNECTIONS (ITEMS

SHOWN IN PLANS ARE MINIMUM SIZES REQUIRED)

D. SLAB ON GRADE CONTROL JOINT PLAN (PE SEAL NOT

REQUIRED FOR THIS ITEM)

2. THE ABOVE LISTED SUBMITTAL DOCUMENTS SHALL BE STAMPED

AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER.

CONT. EXT.

FTG.

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

CONT. INT.

FTG.

PAD (SPREAD)

FTG.

2'-0"

MIN. FOOTING SIZES

12" 18"

18"

18"

12"

12"

2'-0"

3'-0"

1. FOUNDATION DESIGN IN BASED ON A PRESUMPTIVE ALLOWABLE SOIL BEARING

PRESSURE OF 1500 PSF.

2. FOOTING DEPTHS SHOWN ARE A MINIMUM AND MAY REQUIRE DEEPENING

BASED ON SITE CONDITIONS.

3. FOOTINGS MUST BEAR ON FIRM UNDISTURBED OR COMPACTED SOIL. MINIMUM

FOOTING DIMENSIONS AND EMBEDMENTS MUST BE AS FOLLOWS:

1. STRUCTURAL METAL STUDS MUST BE COLD-FORMED, AND MUST BE OF MINIMUM

SIZE AND GAGE AS SHOWN ON PLANS - FINAL DESIGN PER DELEGATED DESIGN

ENGINEER. ANY SIZES SHOWN ARE FOR BUDGET PRICING PURPOSES ONLY.

2. TRUSS SUPPLIER TO SUBMIT SEALED TRUSS SHOP DRAWINGS AND

CALCULATIONS.

3. TRUSS SUPPLIER TO PROVIDE ALL ACCESSORIES REQUIRED TO SUPPORT AND

ANCHOR TRUSSES, INCLUDING, BUT NOT LIMITED TO, CLIPS, BRACES, HANGERS,

FASTENERS, ETC.

4. TRUSS FRAMING SYSTEM IS A PERFORMANCE SPECIFICATION. TRUSS FRAMING

SHOWN ON PLANS IS SCHEMATIC ONLY. TRUSS SUPPLIER TO PROVIDE FINAL ROOF

SYSTEM LAYOUTS WHICH MEET THE INTENT OF THE SCHEMATIC LAYOUT. RUSS

LANS THAT CHANGE THE INTENDED LOAD PATH TO THE FOUNDATIONS WILL NOT

BE ACCEPTED. THE USE OF OVERBUILD AREAS IS ALLOWED WHERE REQUIRED.

5. ALL METAL STUDS MUST HAVE MINIMUM 1 5/8" FLANGES AND 50 KSI YIELD STRESS,

UNLESS NOTED OTHERWISE.

6. METAL STUDS FOR ROOF OVER-BUILD AREAS SHALL BE 3 5/8", 20 GAGE, UNLESS

NOTED OTHERWISE

7. METAL STUD MEMBERS MUST NOT BE CUT FOR PLUMBING OR WIRING UNLESS

DETAILED ON THE APPROVED SHOP DRAWINGS.

7. STRUCTURAL METAL STUDS:

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

STATION CONSTRUTION WON:

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

STATION DESIGN WON:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 25 AUGUST 2020

IP

T M

A R

V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

A

IR

S T

A T

IO

N

C H

E R

R Y

P O

IN

T

N

C

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

A

T L A

N T

IC

AS INDICATED

/1

/2

:0 :1

P

M

C U s e rs

\l u c a s .K

A Y

D O

S -D

A N

IE

L S

\D o c u m e n ts

\2

B

S

T R

U C

T lg g e lo

.r v t

S T

R U

C T

U R

A L

N O

T E

S C

O N

T

S-003

7406712

12939447

LGG HON LGG

L. PEED

H. PERRY

P. FAULKNER

D. CHASTAIN

7406712

01 JUL 2026

M C

O L

F A

T L A

N T

IC

B

U

IL

D

IN

G

R E

N O

V A

T

IO

N S

S -0

8. POWDER ACTUATED FASTENERS IN

HARDENED CONCRETE, MASONRY,

AND STEEL (SHOT PINS):

9. MASONRY:

CONCRETE MASONRY UNITS

MASONRY COMPONENTS

DESIGN STRENGTH: f'm = 2000 psi

MORTAR (TYPE S)

GROUT

STRENGTH @ 28 DAYS

2000 psi

3000 psi

1800 psi

1. MASONRY WORK MUST CONFORM TO INTERNATIONAL BUILDING CODE

(IBC), LATEST ADOPTED EDITION AS LISTED HEREIN.

2. CONCRETE MASONRY UNITS MUST BE MEDIUM WEIGHT UNITS IN

ACCORDANCE WITH ASTM C90 WITH MAXIMUM LINEAR SHRINKAGE OF

0.065%.

3. CEMENT MUST BE AS SPECIFIED FOR CONCRETE.

4. MORTAR MUST CONFORM TO ASTM C270

EXCERPTS FROM ASTM C270:

TABLE 2 PROPERTY SPECIFICATION REQUIREMENTS

A

MORTAR TYPE

AVG. COMPRESSIVE

STRENGTH AT 28

DAYS, MIN.

WATER

RETENTION,

MIN. %

AIR

CONTENT,

MAX. %B

AGGREGATE RATIO

(MEASURED IN DAMP,

LOOSE CONDITIONS)

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

SEE NOTE:

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN CEMENT LINE OR

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

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN MASONRY OR

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

B

C

D

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

5. 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" THINK WITH FULL MORTAR COVERAGE ON THE FACE

SHELL.

6. 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 CONTRACTORS EXPENSE.

7. 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.

8. GROUT MUST CONFORM TO ASTM C476.

EXCERPTS FROM ASTM C476:

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 0-1/10

COARSE

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

STRUCTURAL NOTES

10. STRUCTURAL STEEL:

1. 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.

2. CONNECTIONS MUST BE DETAILED IN ACCORDANCE WITH LATEST EDITION OF

AISC "DETAILING FOR STEEL CONSTRUCTION".

3. 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 A992 (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 BOLTS ASTM F1554 GRADE 55

4. COLUMN ENDS MUST BE MILLED.

5. 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.).

6. 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.

7. STEEL FABRICATION MUST BE PERFORMED IN AN APPROVED FABRICATION SHOP.

8. STEEL FABRICATOR MUST VERIFY DIMENSIONS WITH ARCHITECTURAL AND

STRUCTURAL DRAWINGS.

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

HOT-DIPPED GALVANIZED AFTER FABRICATION.

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

RUST, MILL SCALE, GREASE, ETC.

11. SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER & CONTRACTING

OFFICER FOR REVIEW PRIOR TO FABRICATION FOR STRUCTURAL STEEL

MEMBERS AND ACCESSORIES.

11. STEEL DECK:

1. METAL DECKING MUST BE DESIGNED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE

SPECIFICATIONS.

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

WELDING CODE-SHEET STEEL"

3. 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

4. METAL DECK MUST HAVE A 3-SPAN CONDITION UNLESS NOTED OTHERWISE AND

HAVE HAVE INTERLOCKING SEAM SIDELAPS.

5. FASTEN ROOF DECK PANELS TO STEEL SUPPORTING MEMBERS WITH #12

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 #12 SCREWS AT 6" O.C.

TYPICAL UNLESS NOTED OTHERWISE.

6. FASTEN FLOOR DECK PANEL TO SUPPORT WITH 5/8" PUDDLE WELDS AT 12" O.C.

EXCEPT FOR END SPANS OR LAPS, WHICH SHOULD HAVE PUDDLE WELDS AT 6"

O.C. PROVIDE MINIMUM (4) #10 SELF TAPPING HEX HEAD SCREWS EQUALLY

SPACED BETWEEN SUPPORTS (OR A MAXIMUM OF 18" O.C.)

7. 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.

8. ACCESSORIES ACCORDING TO APPLICABLE SPECIFICATIONS AND COMMENTARY

IN SDI PUBLICATION No. 30, MANUFACTURER'S WRITTEN INSTRUCTIONS AND

REQUIREMENTS IN THESE DOCUMENTS.

9. INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS, IF REQUIRED TO

MEET DEFLECTION LIMITATIONS.

10. 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.

1. POWDER ACTUATED FASTENING SYSTEMS:

A. 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.

B. 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.

C. 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.

2. 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.

3. 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.

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

SUPPORT OF MINOR LOADS LIKE ACOUSTICAL CEILINGS, DUCTWORK CONDUITS,

ETC.

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

6. 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.

7. 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.

9. 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 11in. AS DETERMNINED BY TEST METHOD C 143/C 143M AND MUST HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 psi AT 28

DAYS.

10. CELLS 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.

11. 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".

12. 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.

13. UNLESS OTHERWISE NOTED, MASONRY MUST BE CONSTRUCTED WITH A

RUNNING BOND PATTERN.

14. ELECTRIC CONDUIT BOXES AND/OR OTHER OBSTRUCTIONS ARE NOT PERMITTED

IN CELLS CONTAINING REINFORCING, UNLESS APPROVED BY THE ENGINEER &

CONTRACTING OFFICER.

15. UNLESS OTHERWISE SHOWN ON THE PLANS, LAP SPLICES OF REINFORCING

STEEL IN MASONRY MUST BE PER SCHEDULE.

16. HORIZONTAL REINFORCEMENT BARS MUST BE PLACED IN BOND BEAM MASONRY

UNITS.

17. LINTEL REINFORCEMENT BARS MUST BE PLACED IN LINTEL BEAM BLOCK.

18. 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.

19. ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE PRIOR TO

GROUTING.

20. 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.

21. FOR MASONRY WORK INSPECTIONS SEE INSPECTION AND TESTING

SPECIFICATIONS.

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

(E ) H

SS4X

4X

5/

(E ) H

SS4X

4X

5/

(E ) H

SS4X

4X

5/ 16(E

) H

SS4X

4X 5/

(E ) H

SS4X

4X

5/

(E ) H

SS4X

4X

5/

MASONRY WALL

INFILL - SEE

ARCH. (TYP.)

HATCHED AREAS

INDICATE CONC. SLAB

INFILL - SEE PLAN

NOTES & B4/501 (TYP.)

NEW MASONRY

PARTITION - SEE

ARCH. & PLAN

NOTES (TYP.)

EXISTING WALL &

FOOTING (TYP.)

EXISTING WALL &

FOOTING (TYP.)

EXISTING WALL &

FOOTING (TYP.)

NEW MASONRY

PARTITION - SEE

ARCH.