P-1102_Amend 0007_Drawings1of3.pdf
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- Solicitation number
- N4008526R0004
About this file
This document comprises architectural and engineering drawings and specifications for the Weapons Magazine & Ordnance Operations Facility project (P-1102) at Naval Submarine Base New London, Groton, Connecticut, prepared by NAVFAC Mid-Atlantic.
The project involves a three-phase construction program to demolish existing magazines and construct new weapons storage facilities. Phase 1A includes demolition of magazines A98, A99, A110, and A111; rock blasting and excavation; construction of an Operations Building with associated utilities and parking; and installation of permanent storm water management facilities. Phase 1B requires installation of a Type H magazine with utility rerouting and temporary sediment traps converted to permanent storm water facilities. Phase 1C involves demolition of Building 524 and associated utilities. Phase 2 includes demolition of magazines A94-A97, construction of Type G magazines (G-001 and G-002), and construction of a Sentry Building. Phase 3 requires demolition of magazines A100-A109, construction of six CLWS magazines, and demolition of Building 393. The drawings specify construction phasing plans, site layout, grading and drainage, utility locations, structural details, material specifications, electrical systems including heat trace plans and telecommunications infrastructure, and foundation design incorporating ground improvement systems. Critical construction requirements include maintaining security and access to active magazines throughout all phases, completing explosive safety training for contractor personnel, prohibiting equipment fueling within the munitions compound, submitting spark-producing equipment for approval, and immediate cessation of work upon request from security or munitions staff. Foundation design accommodates compacted native soils with minimum 4,000 PSF bearing capacity, and concrete specifications range from 4,000 to 4,500 PSI with detailed reinforcement and cover requirements. Project approval is dated 05/27/2025, with amendments effective 05/19/2026.
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Text version
SAN
SAN
W
W
W
W
SD
SD
SD
X
X X X
X X
X X X
X X
X
GENERAL SHEET NOTES
GRAPHIC SCALE
PHASING NOTES
5/
/2
RE
VI
SI
ON
S
FO
R
AM
EN
DM
EN
T
PH
AS
E
CO
NS
TR
UC
TI
O
N
PH
AS
IN
G P
LA
N
GC101
OPERATIONS
BUILDING
EXST-001
(A114)TYPE H-001
PHASE 1A
1. PROVIDE TEMPORARY CONSTRUCTION ACCESS AND SECURITY FENCING
TO ENSURE A SECURE PERIMETER AROUND EXISTING MAGAZINES TO
REMAIN IN PLACE DURING PHASE 1 OPERATIONS (MAGAZINES A94-A97,
A-100-A104, A105-A109, A113, AND A114). REFER TO CIVIL DETAIL A1/CS504
FOR SECURITY FENCING INFORMATION.
2. DEMOLISH EXISTING MAGAZINES A98, A99, A110, AND A111 INCLUDING
ASSOCIATED PAVEMENTS AND UTILITIES. INSTALL TEMPORARY
SEDIMENT TRAPS 1 AND 3
3. ROCK BLASTING AND EXCAVATION FOR OPERATIONS BUILDING AND
NEAR MAGAZINES A98, A99, A110, AND A111.
4. CONSTRUCT PERMANENT STORM WATER FACILITY A EAST OF EXST-001
(A114). MAINTAIN TREATMENT CHAMBERS OFFLINE UNTIL FINAL SITE
STABILIZATION.
5. OPERATIONS BUILDING CONSTRUCTION INCLUDING SITE PREPARATION,
DRAINAGE INFRASTRUCTURE, UTILITY INSTALLATION, ACCESS ROAD, AND
PARKING LOT. CONVERT TEMPORARY SEDIMENT TRAP 1 TO PERMANENT
STORM WATER FACILITY. MAINTAIN TREATMENT CHAMBERS OFFLINE
UNTIL FINAL SITE STABILIZATION.
6. TRANSFER OF PERSONNEL TO OPERATIONS BUILDING.
PHASE 1B
1. INSTALL TEMPORARY SEDIMENT TRAP 2. REROUTE AND DEMOLISH
EXISTING UTILITIES NECESSARY TO CONSTRUCT TYPE H MAGAZINE.
2. SITE PREPARATION, UTILITY INSTALLATION, AND CONSTRUCTION OF
TYPE H MAGAZINE. CONVERT TEMPORARY SEDIMENT TRAP 2 TO
PERMANENT STORM WATER FACILITY. MAINTAIN TREATMENT
CHAMBERS OFFLINE UNTIL FINAL SITE STABILIZATION.
PHASE 1C
1. DEMOLITION OF EXISTING BUILDING 524, UTILITIES, AND PAVEMENTS.
A1 CONSTRUCTION PHASING PLAN - PHASE 1
1" = 100'
ROCK BLASTING AND
EXCAVATION AREA (PHASE 1A)
A99 A110
A111A98
STORM WATER
FACILITY A
ROCK BLASTING AND
EXCAVATION
EXISTING
BUILDING 524
1. REFER TO SHEETS C-001 TO C-004 FOR ADDITIONAL NOTES, EROSION
CONTROL SEQUENCING, CONTRACTOR LAY DOWN AREA, AND SITE
ACCESS.
2. REFER TO SHEETS CD100 TO CD103 FOR SITE DEMOLITION
INFORMATION.
3. REFER TO SHEETS CS100 TO CS103 FOR SITE LAYOUT INFORMATION.
4. REFER TO SHEETS CG100 TO CG103 FOR SITE GRADING AND
DRAINAGE INFORMATION.
5. REFER TO SHEETS CU100 TO CU103 FOR SITE UTILITY INFORMATION.
6. MAINTAIN ACCESS AND FUNCTIONALITY OF MAGAZINES TO REMAIN
DURING PHASE 1 OPERATIONS INCLUDING POWER, SECURITY
FEATURES, GROUNDING GRID, AND INTRUSION DETECTION SYSTEM.
7. TEMPORARY SECURITY FENCE MUST BE INSTALLED PRIOR TO
DEMOLITION OF EXISTING PERIMETER FENCE AND BE FULLY
GROUNDED AND BONDED.
8. CONTRACTOR MUST IMMEDIATELY CEASE BLASTING, EXCAVATION,
DEMOLITION, CONSTRUCTION ACTIVITIES, AND VACATE THE SITE AT
THE REQUEST OF SECURITY FORCES, MUNITIONS STAFF, OR
CONTRACTING OFFICER TO FACILITATE NORMAL OPERATIONS AND
SECURITY DRILLS ON SITE. CONSTRUCTION AND DEMOLITION
ACTIVITIES, INCLUDING SITE ACCESS, WILL ONLY BE ALLOWED TO
RESUME UPON VERBAL APPROVAL OF SECURITY FORCES, MUNITIONS
STAFF, OR THE CONTRACTING OFFICER.
9. THE GOVERNMENT WILL MAINTAIN ACCESS CONTROL TO ACTIVE
MAGAZINES (MAGAZINES NOT SCHEDULED FOR DEMOLITION DURING
PHASE 1). DO NOT BLOCK THE ENTRANCE TO OR OTHERWISE IMPEDE
GOVERNMENT ACCESS TO ACTIVE MAGAZINES. THE CONTRACTOR
WILL NOT HAVE FREE ACCESS TO ACTIVE MAGAZINES FOR THE
DURATION OF CONSTRUCTION.
10. CONTRACTOR EMPLOYEES, INCLUDING SUBCONTRACTORS, MUST
COMPLETE EXPLOSIVE SAFETY TRAINING PRIOR TO SITE ACCESS.
11. EQUIPMENT FUELING WITHIN THE MUNITIONS COMPOUND IS STRICTLY
PROHIBITED, FUELING MUST ONLY OCCUR WITHIN THE CONTRACTOR
LAY DOWN AND STAGING AREA.
12. SUBMIT LIST OF SPARK PRODUCING EQUIPMENT, OR EQUIPMENT
UTILIZING PROPANE GAS, TO THE CONTRACTING OFFICER FOR
APPROVAL PRIOR TO USE ON SITE.
TEMPORARY SEDIMENT TRAP 1
(PHASE 1A) & PERMANENT STORM
WATER FACILITY C (PHASE 1A)
ROCK BLASTING AND
EXCAVATION AREA (PHASE 1A)
EXST-002
(A113)
PHASE 1A
TEMPORARY SEDIMENT TRAP 2 (PHASE 1B)
& PERMANENT STORM WATER
MANAGEMENT FACILITY B (PHASE 1B)
PHASE 1A
PHASE 1B
DEMOLITION OF
BUILDING 524 (PHASE 1C)
CONTRACTOR
TRAILER LOCATION
EXISTING MAGAZINE
COMPOUND ENTRY GATE
EXISTING
BLDG 393
TEMPORARY SECURITY FENCE
SECURITY FENCE
EXISTING MUNITIONS
COMPOUND ENTRY GATE,
CONTRACTOR ACCESS POINT
FAX: 571.218.1600
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
D
EP
AR
TM
EN
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O F
TH
E
N
AV
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G
S
YS
TE
M
S C
O M
M
AN
D
DES DRW
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
AP
PR
CHK
OF
EPROJECT NO.:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- M
ID
-A
TL
AN
TI
C
MI
D-
AT
LA
NT
IC
NA
VA
L S
TA
TI
ON
NO
RF
OL
K, V A
NA
VA
L
SU
BM
AR
IN
E
BA
SE
N
EW
L O
ND
O
N G
RO
TO
N, C
O
NN
EC
TI
CU
T
P-
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EA
PO
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M
AG
AZ
IN
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OR
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LIT
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SI
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SMS/CWJ
JWJ
HPN
1667770
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
05/27/2025
TEMPORARY SEDIMENT TRAP 3 (PHASE 1A)
A94
A95
A96
A97
A100 A109
A101 A108
A102 A107
A103 A106
A104 A105
CONSTRUCTION OF
OPERATIONS BUILDING (PHASE 1A)
SAN
W
W
W
W
SAN
SAN
SAN
W
W
W
W
SD
X X X
X X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X X
X X
X
GENERAL SHEET NOTES
GRAPHIC SCALE
5/
/2
RE
VI
SI
ON
S
FO
R
AM
EN
DM
EN
T
PH
AS
E
CO
NS
TR
UC
TI
O
N
PH
AS
IN
G P
LA
N
GC102
A1 CONSTRUCTION PHASING PLAN - PHASE 2
1" = 100'
A94
A95
A96
PHASING NOTES
PHASE 2
1. MAINTAIN TEMPORARY CONSTRUCTION ACCESS AND PROVIDE
TEMPORARY SECURITY FENCING TO ENSURE A SECURE PERIMETER
AROUND EXISTING MAGAZINES TO REMAIN IN PLACE DURING PHASE 2
OPERATIONS (A100-A104, A105-A109, A113, A114, AND TYPE H-001).
REFER TO CIVIL DETAIL A1/CS504 FOR SECURITY FENCING
INFORMATION.
2. DEMOLISH PAVEMENT WEST OF EXST-002 (A113), INSTALL TEMPORARY
SEDIMENT TRAP 4.
3. DEMOLISH EXISTING MAGAZINES A94, A95, A96, AND A97 INCLUDING
ASSOCIATED PAVEMENTS AND UTILITIES.
4. ROCK BLASTING AND EXCAVATION FOR TYPE G MAGAZINES NEAR
MAGAZINES A94, A95, A96, AND A97.
5. CONSTRUCT TYPE G MAGAZINES (TYPE G-001 AND TYPE G-002)
ADJACENT TO EXST-002 (A113), INCLUDING ASSOCIATED PAVEMENTS
AND UTILITIES. REPLACE EXST-002 GROUND RING DURING PAVEMENT
DEMOLITION AND REPLACEMENT ASSOCIATED WITH TYPE G MAGAZINE
CONSTRUCTION.
6. SITE PREPARATION, INCLUDING UTILITY INSTALLATION, AND
CONSTRUCTION OF SENTRY BUILDING. INSTALLATION OF POWER AND
TELECOMMUNICATIONS EQUIPMENT AND INTRUSION DETECTION
SYSTEM IN SENTRY BUILDING.
1. REFER TO SHEETS C-001 TO C-004 FOR ADDITIONAL NOTES, EROSION
CONTROL SEQUENCING, CONTRACTOR LAY DOWN AREA, AND SITE
ACCESS.
2. REFER TO SHEETS CD100 TO CD103 FOR SITE DEMOLITION
INFORMATION.
3. REFER TO SHEETS CS100 TO CS103 FOR SITE LAYOUT INFORMATION.
4. REFER TO SHEETS CG100 TO CG103 FOR SITE GRADING AND
DRAINAGE INFORMATION.
5. REFER TO SHEETS CU100 TO CU103 FOR SITE UTILITY INFORMATION.
6. MAINTAIN ACCESS AND FUNCTIONALITY OF NEWLY CONSTRUCTED
MAGAZINES AND MAGAZINES TO REMAIN DURING PHASE 2
OPERATIONS INCLUDING POWER, SECURITY FEATURES, GROUNDING
GRID, AND INTRUSION DETECTION SYSTEM.
7. TEMPORARY SECURITY FENCE MUST BE INSTALLED PRIOR TO
DEMOLITION OF EXISTING PERIMETER FENCE AND BE FULLY
GROUNDED AND BONDED.
8. CONTRACTOR MUST IMMEDIATELY CEASE BLASTING, EXCAVATION,
DEMOLITION, CONSTRUCTION ACTIVITIES, AND VACATE THE SITE AT
THE REQUEST OF SECURITY FORCES, MUNITIONS STAFF, OR
CONTRACTING OFFICER TO FACILITATE NORMAL OPERATIONS AND
SECURITY DRILLS ON SITE. CONSTRUCTION AND DEMOLITION
ACTIVITIES, INCLUDING SITE ACCESS, WILL ONLY BE ALLOWED TO
RESUME UPON VERBAL APPROVAL OF SECURITY FORCES, MUNITIONS
STAFF, OR THE CONTRACTING OFFICER.
9. THE GOVERNMENT WILL MAINTAIN ACCESS CONTROL TO ACTIVE
MAGAZINES (MAGAZINES NOT SCHEDULED FOR DEMOLITION DURING
PHASE 1). THE CONTRACTOR WILL NOT BLOCK THE ENTRANCE TO OR
OTHERWISE IMPEDE GOVERNMENT ACCESS TO ACTIVE MAGAZINES.
THE CONTRACTOR WILL NOT HAVE FREE ACCESS TO ACTIVE
MAGAZINES FOR THE DURATION OF CONSTRUCTION.
10. CONTRACTOR EMPLOYEES, INCLUDING SUBCONTRACTORS, MUST
COMPLETE EXPLOSIVE SAFETY TRAINING PRIOR TO SITE ACCESS.
11. EQUIPMENT FUELING WITHIN THE MUNITIONS COMPOUND IS STRICTLY
PROHIBITED, FUELING MUST ONLY OCCUR WITHIN THE CONTRACTOR
LAY DOWN AND STAGING AREA.
12. SUBMIT LIST OF SPARK PRODUCING EQUIPMENT, OR EQUIPMENT
UTILIZING PROPANE GAS, TO THE CONTRACTING OFFICER FOR
APPROVAL PRIOR TO USE ON SITE.
A97
TYPE G-002
TYPE G-001
PHASE 2
EXST-001
(A114)
EXST-002
(A113)
OPERATIONS
BUILDING
TYPE H-001
STORM WATER
FACILITY A
STORM WATER
FACILITY B
PERMANENT STORM
WATER FACILITY C
EXISTING
BUILDING 393
SENTRY BUILDING
CONTRACTOR
TRAILER LOCATION
EXISTING MAGAZINE
COMPOUND ENTRY GATE
TEMPORARY SECURITY FENCE
PERMANENT SECURITY FENCE
TEMPORARY SECURITY FENCE
WITH CONTRACTOR
ACCESS GATE, REFER TO
DETAIL A2/CS503
EXISTING MUNITIONS
COMPOUND ENTRY GATE,
CONTRACTOR ACCESS POINT
FAX: 571.218.1600
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
D
EP
AR
TM
EN
T
O F
TH
E
N
AV
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G
S
YS
TE
M
S C
O M
M
AN
D
DES DRW
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
AP
PR
CHK
OF
EPROJECT NO.:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- M
ID
-A
TL
AN
TI
C
MI
D-
AT
LA
NT
IC
NA
VA
L S
TA
TI
ON
NO
RF
OL
K, V A
NA
VA
L
SU
BM
AR
IN
E
BA
SE
N
EW
L O
ND
O
N G
RO
TO
N, C
O
NN
EC
TI
CU
T
P-
W
EA
PO
NS
M
AG
AZ
IN
E
OR
DN
AN
CE
O
PE
RA
TIO
NS
FA
CI
LIT
Y
SI
TE
SMS/CWJ
JWJ
HPN
1667770
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
05/27/2025
TEMPORARY SEDIMENT TRAP 4
A100 A109
A101 A108
A102 A107
A103 A106
A104 A105
SAN
W
W
W
W
SAN
SAN
SAN
W
W
W
W
SD
SD
SD XXX
X X
X X
X X
X X
X X
X X
X
X
X
X
X
X
X
X
X
X
X X
X
X
X
X
X X
X
X
X
X X
X
X
X X
X X
X X
X
X X
XXXX
X
X
XX
X X
X X
X X
X X
X
X X
X
SD
GENERAL SHEET NOTES
GRAPHIC SCALE
5/
/2
RE
VI
SI
ON
S
FO
R
AM
EN
DM
EN
T
PH
AS
E
PL
AN
CO
NS
TR
UC
TI
O
N
PH
AS
IN
G P
LA
N
GC103
A1 CONSTRUCTION PHASING PLAN - PHASE 3
1" = 100'
PHASING NOTES
PHASE 3
1. PROVIDE TEMPORARY CONSTRUCTION ACCESS AND SECURITY
FENCING TO ENSURE A SECURE PERIMETER AROUND EXISTING
MAGAZINES TO REMAIN IN PLACE DURING PHASE 3 OPERATIONS (A113,
A114, TYPE H-001, TYPE G-001, AND TYPE G-002). REFER TO CIVIL
DETAIL A1/CS504 FOR SECURITY FENCING INFORMATION.
2. DEMOLISH EXISTING PAVEMENT EAST OF MAGAZINE A105 AND INSTALL
TEMPORARY SEDIMENT TRAP 5.
3. DEMOLISH EXISTING MAGAZINES A100 TO A104 AND A105 TO A109
INCLUDING ASSOCIATED PAVEMENTS AND UTILITIES.
4. CONSTRUCT SIX (6) CLWS MAGAZINES INCLUDING UTILITIES AND
ASSOCIATED PAVEMENT. ENSURE TYPE H MAGAZINE IS COMPLETE
AND OPERATIONAL AND EXST-001 IS EMPTY PRIOR TO DEMOLITION
AND REPLACEMENT OF EXST-001 CONCRETE APRON. REPLACE
EXST-001 GROUND RING DURING PAVEMENT DEMOLITION AND
REPLACEMENT.
5. DEMOLISH EXISTING BUILDING 393 INCLUDING ASSOCIATED UTILITIES
AND PAVEMENTS. ENSURE POWER EQUIPMENT AND INTRUSION
DETECTION SYSTEM HAVE BEEN RELOCATED AND ARE OPERATIONAL
PRIOR TO DEMOLITION OF BUILDING 393.
1. REFER TO SHEETS C-001 TO C-004 FOR ADDITIONAL NOTES, EROSION
CONTROL SEQUENCING, CONTRACTOR LAY DOWN AREA, AND SITE
ACCESS.
2. REFER TO SHEETS CD100 TO CD103 FOR SITE DEMOLITION
INFORMATION.
3. REFER TO SHEETS CS100 TO CS103 FOR SITE LAYOUT INFORMATION.
4. REFER TO SHEETS CG100 TO CG103 FOR SITE GRADING AND
DRAINAGE INFORMATION.
5. REFER TO SHEETS CU100 TO CU103 FOR SITE UTILITY INFORMATION.
6. MAINTAIN ACCESS AND FUNCTIONALITY OF MAGAZINES
CONSTRUCTED DURING PHASE 1 AND 2 OPERATIONS INCLUDING
POWER, SECURITY FEATURES, GROUNDING GRID, AND INTRUSION
DETECTION SYSTEM.
7. TEMPORARY SECURITY FENCE MUST BE INSTALLED PRIOR TO
DEMOLITION OF EXISTING PERIMETER FENCE AND BE FULLY
GROUNDED AND BONDED.
8. CONTRACTOR MUST IMMEDIATELY CEASE BLASTING, EXCAVATION,
DEMOLITION, CONSTRUCTION ACTIVITIES, AND VACATE THE SITE AT
THE REQUEST OF SECURITY FORCES, MUNITIONS STAFF, OR
CONTRACTING OFFICER TO FACILITATE NORMAL OPERATIONS AND
SECURITY DRILLS ON SITE. CONSTRUCTION AND DEMOLITION
ACTIVITIES, INCLUDING SITE ACCESS, WILL ONLY BE ALLOWED TO
RESUME UPON VERBAL APPROVAL OF SECURITY FORCES, MUNITIONS
STAFF, OR THE CONTRACTING OFFICER.
9. THE GOVERNMENT WILL MAINTAIN ACCESS CONTROL TO ACTIVE
MAGAZINES (MAGAZINES CONSTRUCTED DURING PHASE 1 AND 2). THE
CONTRACTOR WILL NOT BLOCK THE ENTRANCE TO OR OTHERWISE
IMPEDE GOVERNMENT ACCESS TO ACTIVE MAGAZINES. THE
CONTRACTOR WILL NOT HAVE FREE ACCESS TO ACTIVE MAGAZINE
FOR THE DURATION OF CONSTRUCTION.
10. CONTRACTOR EMPLOYEES, INCLUDING SUBCONTRACTORS, MUST
COMPLETE EXPLOSIVE SAFETY TRAINING PRIOR TO SITE ACCESS.
11. EQUIPMENT FUELING WITHIN THE MUNITIONS COMPOUND IS STRICTLY
PROHIBITED, FUELING MUST ONLY OCCUR WITHIN THE CONTRACTOR
LAY DOWN AND STAGING AREA.
12. SUBMIT LIST OF SPARK PRODUCING EQUIPMENT, OR EQUIPMENT
UTILIZING PROPANE GAS, TO THE CONTRACTING OFFICER FOR
APPROVAL PRIOR TO USE ON SITE.
A100
A101
A102
A103
A104 A105
A106
A107
A108
A109
CLWS-001
CLWS-002
CLWS-003
CLWS-004
CLWS-005
CLWS-006
PHASE 3
EXST-001
(A114)
EXST-002 (A113)
OPERATIONS
BUILDING
TYPE H-001
STORM WATER
FACILITY A
STORM FACILITY B
STORM WATER
MANAGEMENT FACILITY C
TYPE G-001
TYPE G-002
EXISTING
BUILDING 393
SENTRY BUILDING
EXISTING MAGAZINE
COMPOUND ENTRY GATE
TEMPORARY SECURITY FENCE
PERMANENT SECURITY FENCE
TEMPORARY SECURITY FENCE
MAGAZINE COMPOUND
ENTRY GATE
EXISTING MUNITIONS
COMPOUND ENTRY GATE,
CONTRACTOR ACCESS POINT
FAX: 571.218.1600
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
D
EP
AR
TM
EN
T
O F
TH
E
N
AV
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G
S
YS
TE
M
S C
O M
M
AN
D
DES DRW
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
AP
PR
CHK
OF
EPROJECT NO.:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- M
ID
-A
TL
AN
TI
C
MI
D-
AT
LA
NT
IC
NA
VA
L S
TA
TI
ON
NO
RF
OL
K, V A
NA
VA
L
SU
BM
AR
IN
E
BA
SE
N
EW
L O
ND
O
N G
RO
TO
N, C
O
NN
EC
TI
CU
T
P-
W
EA
PO
NS
M
AG
AZ
IN
E
OR
DN
AN
CE
O
PE
RA
TIO
NS
FA
CI
LIT
Y
SI
TE
SMS/CWJ
JWJ
HPN
1667770
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
05/27/2025
TEMPORARY SEDIMENT TRAP 5
TEMPORARY SEDIMENT TRAP 2
CONTRACTOR
TRAILER LOCATION
CT-12
CRYSTAL LAKE RD
MILITARY HW
Y / SHARK BLVD
WAHOO AVE
TANG AVE
TRITON AVE
GRAPHIC SCALE
PROJECT AREA
ALPHA LOT
GATE 7
COMMERCIAL
INSPECTION
GENERAL SHEET NOTES
1. AERIAL IMAGERY PROVIDED BY MICROSOFT CORPORATION.
2. EQUIPMENT AND MATERIAL STORAGE AREA IS DESIGNATED ON THIS
SHEET. SECURE EQUIPMENT AND STORED MATERIALS. NO COVERED
STORAGE IS AVAILABLE.
3. VERIFY CONSTRUCTION TRAILER SITE FOR SUITABILITY, SIZE AND
FITMENT OF TRAILERS, FENCING, AND ELECTRICAL TIE IN FEASIBILITY.
4. LOCATE GENERAL CONSTRUCTION LAY DOWN AREA WITHIN THE
WEAPONS COMPOUND AREA TO THE MAXIMUM EXTENT POSSIBLE
WITHOUT IMPACT TO WEAPONS OPERATIONS.
5. OVERFLOW GENERAL LAY DOWN AREA MUST BE LOCATED IN ALPHA
LOT. FULL USE OF ALPHA LOT WILL NOT BE PROVIDED. REVIEW AND
IMPLEMENT LAND USE AND ENVIRONMENTAL CONTROLS PRIOR TO
USE.
6. LOCATE ROCK CRUSHING OPERATIONS WITHIN THE WEAPONS
COMPOUND AREA TO THE MAXIMUM EXTENT PRACTICAL. SHOULD
ROCK CRUSHING OPERATIONS NOT FIT WITHIN THE ACTIVE
CONSTRUCTION WORK ZONE, COORDINATE WITH THE CONTRACTING
OFFICER TO SELECT AN ALTERNATE LOCATION.
7. LAY DOWN AREAS REQUIRE CONTRACTING OFFICER APPROVAL PRIOR
TO USE.
5/
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C-002
CONTRACTOR
HAUL ROUTE
A1 VICINITY MAP & HAUL ROUTE
1" = 100'
FAX: 571.218.1600
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
D
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A
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1 2 3 4 5
1 2 3 4 5
A
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SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N
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OF
EPROJECT NO.:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
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1667770
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
05/27/2025
CONTRACTOR
TRAILER LOCATION
OVERFLOW GENERAL
LAYDOWN AREA
FOUNDATIONS AND EARTHWORK
CAST-IN-PLACE CONCRETE
POST-INSTALLED ANCHORS
STEEL DECKING
1. ROOF DECK:
a. CONFORM TO THE REQUIREMENTS OF ASTM A653, Fy = 50 KSI
MIN, GALVANIZED G90.
b. STEEL ROOF DECK MUST BE 1 1/2" HIGH, 20 GAUGE. DECK
DESIGN IS BASED ON A THREE SPAN CONDITION. INCREASE
DECK THICKNESS IF LESS THAN THREE SPAN CONDITION OR
CONSTRUCTION LIVE LOAD EXCEEDS 20 PSF.
c. THE DECK MUST HAVE THE FOLLOWING MINIMUM PROPERTIES
PER FOOT WIDTH:
Ip = 0.201 IN4 In = 0.222 Sp = 0.234 IN3 Sn = 0.247 IN3
2. DECK ENDS MUST BEAR AT LEAST 1 1/2" ON STRUCTURAL SUPPORTS.
END JOINTS MUST BE BUTTED.
3. CONTINUOUS SHEET METAL CLOSURES ARE REQUIRED AT OPENINGS
AND EDGES.
4. ROOF DECK FASTENING:
a. FASTEN DECK TO EACH SUPPORT WITH 5/8" DIAMETER PUDDLE
WELDS. WELD EDGE RIBS OF PANELS AND PROVIDE ADDITIONAL
WELDS AT MAXIMUM 12" ON CENTER.
b. FASTEN SIDE LAPS WITH #10 SELF DRILLING SCREWS AT THE
LESSER OF 1/2 OF THE SPAN OR 36" ON CENTER, UON.
c. FASTEN DECK EDGES TO PERIMETER SIDE SUPPORTS WITH #10
SELF DRILLING SCREWS AT THE LESSER OF 1/2 OF THE SPAN OR
24" ON CENTER, UON.
d. SECURE DECK ACCESSORIES, SUCH AS CLOSURES AND RIDGE
PLATES IN ACCORDANCE WITH SDI STANDARD PRACTICE.
FASTENER SPACING MUST NOT EXCEED 12-INCHES.
5. LOADS HUNG FROM DECKING MUST NOT EXCEED 50 POUNDS. PIPES,
DUCTS AND EQUIPMENT BENEATH ROOF DECKS MUST BE
SUPPORTED BY THE STRUCTURAL STEEL, STEEL JOISTS OR
SUPPLEMENTARY MEMBERS THAT ARE DIRECTLY SUPPORTED BY THE
STEEL FRAMING. DESIGN AND PROVIDE SUPPLEMENTARY MEMBERS
AT NO ADDITIONAL COST.
1. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING REPORT
PREPARED BY JACOBS, DATED 07 FEBRUARY 2025.
2. PLACE FOUNDATIONS ON UNDISTURBED, NATURAL SUBGRADE OR
BACKFILL COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM SOIL
DENSITY AS MEASURED BY ASTM D1557, MODIFIED PROCTOR TEST.
THE MINIMUM ALLOWABLE SOIL BEARING CAPACITY UNDER
FOUNDATIONS MUST BE 4,000 PSF.
3. FOR SPREAD FOOTING AND MAT FOUNDATIONS CONSTRUCTED OVER
COMPACTED NATIVE SOILS, COMPACTED APPROVED GRAVEL
BACKFILL MATERIALS, AND BEDROCK, PROVIDE A MINIMUM MODULUS
OF SUBGRADE REACTION OF 150 POUNDS PER CUBIC INCH. DESIGN
MUST MEET SPECIFIED BEARING AND SETTLEMENT CRITERIA.
4. PROVIDE MEASURES TO PREVENT WATER, FROST OR ICE FROM
PENETRATING FOOTING OR SLAB SUBGRADE BEFORE PLACING
CONCRETE. FOOTINGS, MUD SLABS, OR BUILDING SLABS MUST NOT
BE PLACED INTO OR AGAINST SUBGRADE CONTAINING FREE WATER,
FROST, OR ICE.
5. CONCRETE FOUNDATIONS OR A 3" THICK CONCRETE MUD MAT (LEAN
CONCRETE) MUST BE PLACED THE SAME DAY THE SUBGRADE IS
INSPECTED. IF THE GROUND SURFACE IS DISTURBED BEFORE
CONCRETE IS PLACED, THE SUBGRADE MUST BE RE-INSPECTED BY
THE CONTRACTOR'S GEOTECHNICAL ENGINEER AT NO ADDITIONAL
COST.
6. DESIGN, PROVIDE AND MAINTAIN DEWATERING SYSTEMS, EARTH
RETENTION SYSTEMS, AND BRACING. PROTECT EXISTING
STRUCTURES AND UTILITIES DURING CONSTRUCTION.
7. WHEN FILLING AGAINST OPPOSITE SIDES OF A WALL OR STRUCTURE,
BACKFILL IN LIFTS THAT MAINTAIN LEVEL ELEVATIONS WITHIN 12" ON
BOTH SIDES TO BALANCE THE LATERAL PRESSURE.
8. EARTHWORK, INCLUDING FOUNDATION SUBGRADE, FILL AND
BACKFILL MUST BE INSPECTED AND APPROVED BY THE
CONTRACTOR'S GEOTECHNICAL ENGINEER.
9. WHERE EXCAVATION WOULD BE BELOW A LINE EXTENDING UPWARD
AT A 1.0 H TO 1.0 V SLOPE FROM THE BOTTOM OF A FOUNDATION OR
UTILITY, PROVIDE SHEETING, SHORING, AND BRACING. DO NOT
UNDERMINE EXISTING CONSTRUCTION.
1. PROVIDE CAST-IN-PLACE CONCRETE FOR EACH CLASS OF CONCRETE
SHOWN IN TABLE 2 - CONCRETE MATERIAL SCHEDULE.
2. CONCRETE REINFORCING:
a. TYPICAL DEFORMED BARS - ASTM A615, GRADE 60
b. WELDED DEFORMED BAR ANCHORS - ASTM A706, GRADE 70
c. PLAIN WELDED WIRE - ASTM A1064,GRADE 65, SUPPLIED IN FLAT
SHEETS
3. CONCRETE COVER OVER STEEL REINFORCING, UON:
a. REINFORCING IN CONCRETE CAST AGAINST & PERMANENTLY IN
CONTACT WITH GROUND - 3"
b. REINFORCING IN CONCRETE EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND AFTER CONCRETE PLACEMENT,
INCLUDING ELEMENTS COVERED BY WATERPROOFING OR
DAMPPROOFING
• PRIMARY REINFORCING - 2"
• STIRRUPS AND TIES - 1 1/2"
c. REINFORCING IN CONCRETE SLABS AND WALLS NOT EXPOSED
TO WEATHER OR IN CONTACT WITH GROUND - 3/4"
d. REINFORCING IN CONCRETE BEAMS, GIRDERS, COLUMNS AND
PEDESTALS NOT EXPOSED TO WEATHER OR IN CONTACT WITH
GROUND, COVER TO - 1 1/2"
4. REFER TO TABLE 3 - CONCRETE REINFORCEMENT TENSION
DEVELOPMENT LENGTHS FOR Ld.
5. SPLICE REINFORCING BARS PER ACI 318 WITH CLASS B TENSION LAP
SPLICES (1.3 TIMES THE DEVELOPMENT LENGTH)
6. LAP SPLICE WWR SHEETS AT LEAST 8" AND TIE SECURELY.
7. DOWELS MUST MATCH SIZE AND SPACING AND BE CLASS B TENSION
LAP SPLICED WITH THE MAIN REINFORCEMENT, UON.
8. FIELD BENDING OF REINFORCEMENT IS NOT PERMITTED UNLESS
INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE
COR. DO NOT HEAT REBAR WITH A TORCH IN THE FIELD.
9. EXCEPT FOR WELDED DEFORMED BAR ANCHORS, DO NOT WELD
REINFORCING.
10. WIRE BRUSH, CLEAN, AND COAT CONSTRUCTION JOINTS WITH A
BONDING AGENT OR MOISTEN WITH A CEMENT SLURRY SCRUBBED
INTO THE JOINT IMMEDIATELY PRIOR TO PLACING FRESH CONCRETE.
11. CHAMFER EXPOSED CORNERS 3/4", UON.
STRUCTURAL & MISCELLANEOUS STEEL
1. STRUCTURAL STEEL MUST CONFORM TO THE FOLLOWING, UON:
a. W & WT SHAPES ASTM A992
b. ANGLES & CHANNELS ASTM 572, GR 50
c. PLATES & BARS ASTM 572, GR 50
d. HSS ASTM A500, GRADE C
e. ANCHOR RODS ASTM F1554, GRADE 36
f. HIGH STRENGTH BOLTS ASTM F3125, GRADE A325
g. TENSION-CONTROL HS BOLTS ASTM F3125, GRADE F1852, TYPE 1
h. DIRECT TENSION INDICATORS ASTM F959, TYPE 325-1
i. COMMON GRADE BOLTS ASTM A307, GRADE A
j. WELDING ELECTRODES E70xx
2. GROUT UNDER STEEL BEARING PLATES MUST HAVE A MINIMUM 28
DAY COMPRESSIVE STRENGTH OF 7,000 PSI.
3. FILLET WELDS MUST HAVE A MINIMUM SIZE OF 1/4", UON. INCREASE
THE EFFECTIVE THROAT OF THE WELD TO MAINTAIN THE WELD SIZE
WHEN PARTS JOINED BY FILLET WELDS ARE SEPARATED. THE ROOT
OPENING MUST NOT EXCEED 3/16".
4. BOLTED CONNECTIONS MUST HAVE A MINIMUM OF (2) 3/4" DIAMETER
HIGH STRENGTH BOLTS.
5. MEMBERS EXPOSED TO WEATHER MUST BE HOT DIPPED
GALVANIZED.
6. PROVIDE ZINC COATED (GALVANIZED) BOLTS, NUTS, AND WASHERS
TO CONNECT GALVANIZED STEEL MEMBERS.
7. HIGH STRENGTH BOLTED CONNECTIONS MUST BE PRETENSIONED.
CONNECTIONS THAT USE OVERSIZE HOLES OR SLOTTED HOLES IN
THE DIRECTION OF THE LOAD MUST BE SLIP CRITICAL.
8. PROVIDE STEEL TO STEEL CONNECTIONS IN ACCORDANCE WITH AISC
360-16. CONNECTIONS NOT SPECIFICALLY DETAILED ON THE
DRAWINGS MUST BE DESIGNED BASED ON A BEAM END REACTION
OBTAINED FROM THE MAXIMUM UNIFORM LOAD TABLES IN PART 3
(DESIGN OF FLEXURAL MEMBERS). THE END REACTION IS EQUAL TO
1/2 THE TOTAL ALLOWABLE LOAD FOR THE GIVEN BEAM, SPAN AND
GRADE OF STEEL SPECIFIED. DETAILED CONNECTIONS ON THE
DRAWINGS SUPERCEDE THIS NOTE.
9. DO NOT FIELD CUT STRUCTURAL STEEL MEMBERS WITHOUT THE
WRITTEN APPROVAL OF THE COR.
10. DO NOT SPLICE STEEL MEMBERS EXCEPT WHERE SPECIFICALLY
DETAILED ON THE DRAWINGS.
11. PROVIDE TEMPORARY SHORING AND BRACING UNTIL THE
STRUCTURE IS ALIGNED AND PERMANENT CONNECTIONS HAVE BEEN
COMPLETED.
1. ANCHORS AND INSERTS EXPOSED TO EARTH OR WEATHER MUST BE
STAINLESS STEEL, UON. AT OTHER LOCATIONS PROVIDE
GALVANIZED ANCHORS IN ACCORDANCE WITH ASTM A153.
EMBEDDED DEFORMED REINFORCING BARS MUST BE UNCOATED
STEEL.
2. PROVIDE TYPE & SIZE AS INDICATED & EMBED INTO THE EXISTING
CONCRETE AS SHOWN IN TABLE 4 - POST-INSTALLED ANCHOR
SCHEDULE. VERIFY MINIMUM EFFECTIVE EMBEDDMENT DEPTH WITH
THE ANCHOR MANUFACTURER.
3. EXPANSION ANCHORS MUST BE WEDGE TYPE, TORQUE
CONTROLLED.
4. ADHESIVE ANCHORS MUST CONSIST OF AN INSERT AND CARTRIDGE
TYPE, TWO COMPONENT, EPOXY OR HYBRID ADHESIVE DISPENSED
AND MIXED THROUGH A STATIC MIXING NOZZLE PROVIDED BY THE
ADHESIVE MANUFACTURER.
5. ANCHORING TO CONCRETE:
a. MECHANICAL ANCHORS USED IN CONCRETE MUST HAVE BEEN
TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED AND
UNCRACKED CONCRETE IN ACCORDANCE WITH ACI 355.2.
b. ADHESIVE ANCHORS MUST HAVE BEEN TESTED AND QUALIFIED
FOR PERFORMANCE IN CRACKED AND UNCRACKED CONCRETE,
INCLUDING HORIZONTAL AND OVERHEAD INSTALLATIONS, AND
LONG TERM CREEP IN ACCORDANCE WITH ACI 355.4.
6. IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED
ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN
DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR
EMBEDDED ITEMS. NOTIFY THE COR IF REINFORCING STEEL OR
OTHER EMBEDDED ITEMS ARE ENCOUNTERED DURING DRILLING.
7. PROVIDE ANCHORS IN DRY HAMMER DRILLED HOLES IN ACCORDANCE
WITH MANUFACTURER’S PRINTED INSTRUCTIONS.
1. MAXIMUM SLUMP OF CONCRETE AT POINT OF PLACEMENT - WITHOUT / WITH HIGH-RANGE WATER-REDUCING ADMIXTURE
2. REFER TO CIVIL FOR CONCRETE SITE WALLS
TABLE 2 - CONCRETE MATERIAL SCHEDULE (NORMAL WEIGHT)
ELEMENT ASTM C33
AGGREGATE
CLASS
MAXIMUM
CHLORIDE
CONTENT
DRY UNIT
WEIGHT
MAX
AGGREGATE
SIZE
SLUMP
(NOTE 1)
AIR
CONTENT
FOUNDATIONS 145 PCF 3/4" 4"/8" 0.15%5%
MAX W/CM
RATIO
4,500 PSI 0.45 4S
0.55INTERIOR SOG 4,000 PSI 1 1/2" 4S 3% MAX 4"/8" 0.15%
1. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCING WHERE MORE THAN 12" OF FRESH CONCRETE IS
CAST BENEATH THE BAR.
2. Ld = THE STRAIGHT BAR DEVELOPMENT LENGTH
3. Ldh = THE HOOKED BAR DEVELOPMENT LENGTH
4. CASE 1: CLEAR SPACING OF BARS DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS
THAN db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2*db AND CLEAR COVER NOT LESS THAN db
5. CASE 2: REINFORCING BARS THAT DO NOT MEET THE REQUIREMENTS OF CASE 1
6. DEVELOPMENT LENGTHS ONLY APPLY TO THE OPPERATIONS AND SENTRY CONSTRUCTION.
TABLE 3 - CONCRETE REINF TENSION DEVELOPMENT LENGTHS (INCHES)
BAR
SIZE
#3
#4
#5
#6
TOP BARS OTHER BARS
UNCOATED BARS
4,000 PSI
f'c
145 PCF
Ld Ldh
HOOKED
BARS
LEAN CONCRETE FILL --------1,000 PSI 3/4" 4S -------- -------- 0.15%145 PCF
0.55ARMS ROOM ROOF & WALLS 4,000 PSI 3/4" 4S 4"/8" 0.15%145 PCF
CASE 1 CASE 2 CASE 1 CASE 2
UNCOATED BARS
4,500 PSI
14 7
CRITICAL SECTION
Ld
Ldh
TABLE 4 - POST-INSTALLED ANCHOR SCHEDULE
ANCHORING TO NORMAL WEIGHT CONCRETE
ANCHOR TYPE ANCHOR DIAMETER/
REBAR SIZE
MINIMUM EFFECTIVE
EMBEDMENT, UON
MECHANICAL 5/8" 4"
1/2" 3 1/4"
3/4" 4 3/4"
2 3/4"
3/4"
1/2"
4"
ADHESIVE
TOP BARS OTHER BARS
Ld Ldh
HOOKED
BARSCASE 1 CASE 2 CASE 1 CASE 2
OPEN WEB STEEL JOISTS
1. JOIST DESIGN, FABRICATION, AND ERECTION OF OPEN WEB STEEL
JOISTS MUST BE PERFORMED IN ACCORDANCE WITH THE STEEL
JOIST INSTITUTE, LATEST EDITION.
2. ALL BRIDGING, INCLUDING SIZING, SPACING CONNECTIONS, MUST BE
DESIGNED BY JOIST DESIGNER IN ACCORDANCE WITH STEEL JOIST
INSTITUTE REQUIREMENTS TO RESIST UPLIFT LOADING INDICATED
ON DRAWINGS.
3. REFER TO S-102 FOR JOIST LAYOUT AND SHEET S-601
LOADING/DEPTH REQUIREMENTS TO BE USED IN DESIGN OF THE
DELEGATED OPEN WEB STEEL JOISTS.
4. REFER TO S-505 FOR TYPICAL JOIST DETAILS INCLUDING END
CONNECTION INFORMATION AND CHORD REINFORCEMENT
REQUIREMENTS AT CONCENTRATED LOADING.
5. DO NOT CUT HOLES OR NOTCHES IN CHORD AND WEB MEMBERS,
UNLESS APPROVED BY JOIST DESIGNER AND COR.
6. DO NOT APPLY TEMPORARY OR PERMANENT LOADS TO JOIST
BRIDGING.
7. SHOP DRAWINGS FOR JOISTS AND JOIST ACCESSORIES TO BE
PREPARED BY THE JOIST MANUFACTURER'S DETAILS.
8. SUBMIT DESIGN CALCULATIONS FOR REVIEW IN ACCORDANCE WITH
THE STEEL JOIST INSTITUTE DESIGN STANDARDS. SUBMIT DESIGN
CALCUALTIONS SIGNED AND SEALED BY A PROFESSIONAL LICENSED
ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED.
0.45OTHER WALLS 4,000 PSI 3/4" 4S 4"/8" 0.15%145 PCF
3% MAX
ULTIMATE DESIGN
SHEAR CAPACITY (KIP)
ULTIMATE DESIGN
TENSILE CAPACITY (KIP)
8.4 4.4
13.1 6.6
19 8.9
8.6 3.5
20.4 8.3
5%
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
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1 2 3 4 5
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CONSTR. CONTR. NO.
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BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
AS NOTED
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
FAX: 571.218.1600
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05/27/2025
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLON FEAD
DIRECTOR NEW LONDON, GROTON, CT
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FOUNDATIONS AND EARTHWORK
CAST-IN-PLACE CONCRETE
POST-INSTALLED ANCHORS
STEEL DECKING
1. COMPOSITE DECK:
a. CONFORM TO THE REQUIREMENTS OF ASTM A653, Fy = 50 KSI
MIN, GALVANIZED G90.
b. STEEL ROOF DECK MUST BE 1 1/2" HIGH, 20 GAUGE. DECK IS
DESIGNED BASED ON UNSHORED CONSTRUCTION FOR A TWO
SPAN CONDITION. INCREASE DECK THICKNESS OR PROVIDE
TEMPORARY SHORING IF LESS THAN TWO SPAN CONDITION OR
CONSTRUCTION LIVE LOAD EXCEEDS 20 PSF.
c. THE STEEL ROOF DECK MUST HAVE THE FOLLOWING MINIMUM
PROPERTIES PER FOOT WIDTH:
Ip = 0.182 IN4 Sp = 0.218 IN3 Sn = 0.226 IN3
2. DECK ENDS MUST BEAR AT LEAST 1 1/2" ON STRUCTURAL SUPPORTS.
END JOINTS MUST BE BUTTED.
3. CONTINUOUS SHEET METAL CLOSURES ARE REQUIRED AT SLAB
OPENINGS AND EDGES.
4. COMPOSITE DECK FASTENING:
a. FASTEN DECK TO EACH SUPPORT WITH 5/8" DIAMETER PUDDLE
WELDS. WELD EDGE RIBS OF PANELS AND PROVIDE ADDITIONAL
WELDS AT MAXIMUM 12" ON CENTER.
b. FASTEN SIDE LAPS WITH #10 SELF DRILLING SCREWS AT THE
LESSER OF 1/2 OF THE SPAN OR 36" ON CENTER, UON.
c. FASTEN PERIMETER EDGES TO SIDE SUPPORTS WITH #10 SELF
DRILLING SCREWS AT THE LESSER OF 1/2 OF THE SPAN OR 24"
ON CENTER, UON.
d. SECURE POUR STOPS, BEAM FILLERS & DECK CLOSURES IN
ACCORDANCE WITH SDI STANDARD PRACTICE REQUIREMENTS.
5. LOADS HUNG FROM CEILING DECKING MUST NOT EXCEED 50 POUNDS.
DUCTS & PIPES LESS THAN 12 INCHES DIAMETER MAY BE HUNG
DIRECTLY FROM ANCHORS CAST OR POST-INSTALLED IN THE
CONCRETE SLAB OF COMPOSITE DECKS. PIPES, DUCTS AND
EQUIPMENT BENEATH ROOF DECKS AND PIPES AND DUCTS LARGER
THAN 12" BENEATH COMPOSITE CONCRETE AND STEEL DECK SLABS
MUST BE SUPPORTED BY THE STRUCTURAL STEEL FRAME OR
SUPPLEMENTARY MEMBERS THAT ARE DIRECTLY SUPPORTED BY THE
STRUCTURAL STEEL FRAMING. DESIGN AND PROVIDE
SUPPLEMENTARY MEMBERS AT NO ADDITIONAL COST.
1. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING REPORT
PREPARED BY JACOBS, DATED 07 FEBRUARY 2025.
2. PLACE FOUNDATIONS ON REINFORCED AND COMPACTED
ENGINEERED FILL OVER CEMENTITIOUS RIGID INCLUSIONS (GROUND
IMPROVEMENT SYSTEM), REFER TO CIVIL PLANS SHEET B-101,
GROUND IMPROVEMENT PLANS FOR ADDITIONAL REQUIREMENTS.
GROUND IMPROVEMENT SYSTEM MUST CREATE A FOUNDATION
SUBGRADE WITH THE MINIMUM BEARING CAPACITY AS NOTED ON
S-002 AND A MAXIMUM ALLOWABLE SETTLEMENT OF 3/4 INCH.
3. FOR SPREAD FOOTING AND MAT FOUNDATIONS CONSTRUCTED OVER
COMPACTED NATIVE SOILS, COMPACTED APPROVED GRAVEL
BACKFILL MATERIALS, AND BEDROCK, PROVIDE A MINIMUM MODULUS
OF SUBGRADE REACTION OF 150 POUNDS PER CUBIC INCH. DESIGN
MUST MEET SPECIFIED BEARING AND SETTLEMENT CRITERIA.
4. PROVIDE MEASURES TO PREVENT WATER, FROST OR ICE FROM
PENETRATING FOOTING OR SLAB SUBGRADE BEFORE PLACING
CONCRETE. FOOTINGS, MUD SLABS, OR BUILDING SLABS MUST NOT
BE PLACED INTO OR AGAINST SUBGRADE CONTAINING FREE WATER,
FROST, OR ICE.
5. CONCRETE FOUNDATIONS OR A 3" THICK CONCRETE MUD MAT (LEAN
CONCRETE) MUST BE PLACED THE SAME DAY THE SUBGRADE IS
INSPECTED. IF THE GROUND SURFACE IS DISTURBED BEFORE
CONCRETE IS PLACED, THE SUBGRADE MUST BE RE-INSPECTED BY
THE CONTRACTOR'S GEOTECHNICAL ENGINEER AT NO ADDITIONAL
COST.
6. DESIGN, PROVIDE AND MAINTAIN DEWATERING SYSTEMS, EARTH
RETENTION SYSTEMS, BRACING. PROTECT EXISTING STRUCTURES
AND UTILITIES DURING CONSTRUCTION.
7. WHEN FILLING AGAINST OPPOSITE SIDES OF A WALL OR STRUCTURE,
BACKFILL IN LIFTS THAT MAINTAIN LEVEL ELEVATIONS WITHIN 12" ON
BOTH SIDES TO BALANCE THE LATERAL PRESSURE.
8. EARTHWORK, INCLUDING FOUNDATION SUBGRADE, FILL AND
BACKFILL MUST BE INSPECTED AND APPROVED BY THE
CONTRACTOR'S GEOTECHNICAL ENGINEER.
9. WHERE EXCAVATION WOULD BE BELOW A LINE EXTENDING UPWARD
AT A 1.0 H TO 1.0 V SLOPE FROM THE BOTTOM OF A FOUNDATION OR
UTILITY, PROVIDE SHEETING, SHORING, AND BRACING. DO NOT
UNDERMINE EXISTING CONSTRUCTION.
1. PROVIDE CAST-IN-PLACE CONCRETE FOR EACH CLASS OF CONCRETE
SHOWN IN TABLE 2 - CONCRETE MATERIAL SCHEDULE.
2. CONCRETE REINFORCING:
a. TYPICAL DEFORMED BARS - ASTM A615, GRADE 60
b. WELDED DEFORMED BAR ANCHORS - ASTM A706, GRADE 70
c. PLAIN WELDED WIRE - ASTM A1064, GRADE 65, SUPPLIED IN FLAT
SHEETS
3. CONCRETE COVER OVER STEEL REINFORCING, UON:
a. REINFORCING IN CONCRETE CAST AGAINST & PERMANENTLY IN
CONTACT WITH GROUND - 3"
b. REINFORCING IN CONCRETE EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND AFTER CONCRETE PLACEMENT,
INCLUDING ELEMENTS COVERED BY WATERPROOFING OR
DAMPPROOFING
• PRIMARY REINFORCING - 2"
• STIRRUPS AND TIES - 1 1/2"
c. REINFORCING IN CONCRETE SLABS AND WALLS NOT EXPOSED
TO WEATHER OR IN CONTACT WITH GROUND - 3/4"
d. REINFORCING IN CONCRETE BEAMS, GIRDERS, COLUMNS AND
PEDESTALS NOT EXPOSED TO WEATHER OR IN CONTACT WITH
GROUND, COVER TO - 1 1/2"
4. REFER TO TABLE 3 - CONCRETE REINFORCEMENT TENSION
DEVELOPMENT LENGTHS FOR Ld.
5. SPLICE REINFORCING BARS PER ACI 318 WITH CLASS B TENSION LAP
SPLICES (1.3 TIMES THE DEVELOPMENT LENGTH)
6. LAP SPLICE WWR SHEETS AT LEAST 8" AND TIE SECURELY.
7. DOWELS MUST MATCH SIZE AND SPACING AND BE CLASS B TENSION
LAP SPLICED WITH THE MAIN REINFORCEMENT, UON.
8. FIELD BENDING OF REINFORCEMENT IS NOT PERMITTED UNLESS
INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE
COR. DO NOT HEAT REBAR WITH A TORCH IN THE FIELD.
9. EXCEPT FOR WELDED DEFORMED BAR ANCHORS, DO NOT WELD
REINFORCING.
10. WIRE BRUSH, CLEAN, AND COAT CONSTRUCTION JOINTS WITH A
BONDING AGENT OR MOISTEN WITH A CEMENT SLURRY SCRUBBED
INTO THE JOINT IMMEDIATELY PRIOR TO PLACING FRESH CONCRETE.
11. CHAMFER EXPOSED CORNERS 3/4", UON.
STRUCTURAL & MISCELLANEOUS STEEL
1. STRUCTURAL STEEL MUST CONFORM TO THE FOLLOWING, UON:
a. W & WT SHAPES ASTM A992
b. ANGLES & CHANNELS ASTM 572, GR 50
c. PLATES & BARS ASTM 572. GR 50
d. HSS ASTM A500, GRADE C
e. ANCHOR RODS ASTM F1554, GRADE 36
f. HIGH STRENGTH BOLTS ASTM F3125, GRADE A325
g. TENSION-CONTROL HS BOLTS ASTM F3125, GRADE F1852, TYPE 1
h. DIRECT TENSION INDICATORS ASTM F959, TYPE 325-1
i. COMMON GRADE BOLTS ASTM A307, GRADE A
j. WELDING ELECTRODES E70xx
2. GROUT UNDER STEEL BEARING PLATES MUST HAVE A MINIMUM 28
DAY COMPRESSIVE STRENGTH OF 7,000 PSI.
3. FILLET WELDS MUST HAVE A MINIMUM SIZE OF 1/4", UON. INCREASE
THE EFFECTIVE THROAT OF THE WELD TO MAINTAIN THE WELD SIZE
WHEN PARTS JOINED BY FILLET WELDS ARE SEPARATED. THE ROOT
OPENING MUST NOT EXCEED 3/16".
4. BOLTED CONNECTIONS MUST HAVE A MINIMUM OF (2) 3/4" DIAMETER
HIGH STRENGTH BOLTS.
5. MEMBERS EXPOSED TO WEATHER MUST BE HOT DIPPED
GALVANIZED.
6. PROVIDE ZINC COATED (GALVANIZED) BOLTS, NUTS, AND WASHERS
TO CONNECT GALVANIZED STEEL MEMBERS.
7. HIGH STRENGTH BOLTED CONNECTIONS MUST BE PRETENSIONED.
CONNECTIONS THAT USE OVERSIZE HOLES OR SLOTTED HOLES IN
THE DIRECTION OF THE LOAD MUST BE SLIP CRITICAL.
8. PROVIDE STEEL TO STEEL CONNECTIONS IN ACCORDANCE WITH AISC
360-16. CONNECTIONS NOT SPECIFICALLY DETAILED ON THE
DRAWINGS MUST BE DESIGNED BASED ON A BEAM END REACTION
OBTAINED FROM THE MAXIMUM UNIFORM LOAD TABLES IN PART 3
(DESIGN OF FLEXURAL MEMBERS). THE END REACTION IS EQUAL TO
1/2 THE TOTAL ALLOWABLE LOAD FOR THE GIVEN BEAM, SPAN AND
GRADE OF STEEL SPECIFIED. DETAILED CONNECTIONS ON THE
DRAWINGS SUPERCEDE THIS NOTE.
9. DO NOT FIELD CUT STRUCTURAL STEEL MEMBERS WITHOUT THE
WRITTEN APPROVAL OF THE COR.
10. DO NOT SPLICE STEEL MEMBERS EXCEPT WHERE SPECIFICALLY
DETAILED ON THE DRAWINGS.
11. PROVIDE TEMPORARY SHORING AND BRACING UNTIL THE
STRUCTURE IS ALIGNED AND PERMANENT CONNECTIONS HAVE BEEN
COMPLETED.
1. ANCHORS AND INSERTS EXPOSED TO EARTH OR WEATHER MUST BE
STAINLESS STEEL, UON. AT OTHER LOCATIONS PROVIDE
GALVANIZED ANCHORS IN ACCORDANCE WITH ASTM A153.
EMBEDDED DEFORMED REINFORCING BARS MUST BE UNCOATED
STEEL.
2. PROVIDE TYPE & SIZE AS INDICATED & EMBED INTO THE EXISTING
CONCRETE AS SHOWN IN TABLE 4 - POST-INSTALLED ANCHOR
SCHEDULE. VERIFY MINIMUM EFFECTIVE EMBEDDMENT DEPTH WITH
THE ANCHOR MANUFACTURER.
3. EXPANSION ANCHORS MUST BE WEDGE TYPE, TORQUE
CONTROLLED.
4. ADHESIVE ANCHORS MUST CONSIST OF AN INSERT AND CARTRIDGE
TYPE, TWO COMPONENT, EPOXY OR HYBRID ADHESIVE DISPENSED
AND MIXED THROUGH A STATIC MIXING NOZZLE PROVIDED BY THE
ADHESIVE MANUFACTURER.
5. ANCHORING TO CONCRETE:
a. MECHANICAL ANCHORS USED IN CONCRETE MUST HAVE BEEN
TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED AND
UNCRACKED CONCRETE IN ACCORDANCE WITH ACI 355.2.
b. ADHESIVE ANCHORS MUST HAVE BEEN TESTED AND QUALIFIED
FOR PERFORMANCE IN CRACKED AND UNCRACKED CONCRETE,
INCLUDING HORIZONTAL AND OVERHEAD INSTALLATIONS, AND
LONG TERM CREEP IN ACCORDANCE WITH ACI 355.4.
6. IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED
ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN
DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR
EMBEDDED ITEMS. NOTIFY THE COR IF REINFORCING STEEL OR
OTHER EMBEDDED ITEMS ARE ENCOUNTERED DURING DRILLING.
7. PROVIDE ANCHORS IN DRY HAMMER DRILLED HOLES IN ACCORDANCE
WITH MANUFACTURER’S PRINTED INSTRUCTIONS.
1. MAXIMUM SLUMP OF CONCRETE AT POINT OF PLACEMENT - WITHOUT / WITH HIGH-RANGE WATER-REDUCING ADMIXTURE
2. REFER TO CIVIL FOR CONCRETE SITE WALLS
TABLE 2 - CONCRETE MATERIAL SCHEDULE (NORMAL WEIGHT)
ELEMENT ASTM C33
AGGREGATE
CLASS
MAXIMUM
CHLORIDE
CONTENT
DRY UNIT
WEIGHT
MAX
AGGREGATE
SIZE
SLUMP
(NOTE 1)
AIR
CONTENT
FOUNDATIONS 145 PCF 3/4" 4"/8" 0.15%
MAX W/CM
RATIO
4,500 PSI 0.45 4S
0.55INTERIOR SOG 4,000 PSI 1 1/2" 4S 3% MAX 4"/8" 0.15%
1. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCING WHERE MORE THAN 12" OF FRESH CONCRETE IS
CAST BENEATH THE BAR.
2. Ld = THE STRAIGHT BAR DEVELOPMENT LENGTH
3. Ldh = THE HOOKED BAR DEVELOPMENT LENGTH
4. CASE 1: CLEAR SPACING OF BARS DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS
THAN db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2*db AND CLEAR COVER NOT LESS THAN db
5. CASE 2: REINFORCING BARS THAT DO NOT MEET THE REQUIREMENTS OF CASE 1
6. DEVELOPMENT LENGTHS ONLY APPLY TO THE OPPERATIONS AND SENTRY CONSTRUCTION.
TABLE 3 - CONCRETE REINF TENSION DEVELOPMENT LENGTHS (INCHES)
BAR
SIZE
#3
#4
#5
#6
TOP BARS OTHER BARS
UNCOATED BARS
4,000 PSI
f'c
145 PCF
Ld Ldh
HOOKED
BARS
LEAN CONCRETE FILL --------1,000 PSI 3/4" 4S -------- -------- 0.15%145 PCF
0.55CONCRETE ON STEEL DECK 4,000 PSI 3/4" 4S 6% 4"/8" 0.15%145 PCF
CASE 1 CASE 2 CASE 1 CASE 2
CRITICAL SECTION
Ld
Ldh
5%
TABLE 4 - POST-INSTALLED ANCHOR SCHEDULE
ANCHORING TO NORMAL WEIGHT CONCRETE
ANCHOR TYPE ANCHOR DIAMETER/
REBAR SIZE
MINIMUM EFFECTIVE
EMBEDMENT, UON
MECHANICAL 5/8" 4"
1/2" 3 1/4"
3/4" 4 3/4"
2 3/4"
3/4"
1/2"
4"
ADHESIVE
ULTIMATE DESIGN
SHEAR CAPACITY (KIP)
ULTIMATE DESIGN
TENSILE CAPACITY (KIP)
8.4 4.4
13.1 6.6
19 8.9
8.6 3.5
20.4 8.3
4,000 PSIWALLS 0.45 145 PCF 3/4" 4S 5% 4"/8" 0.15%
UNCOATED BARS
4,500 PSI
14 7
TOP BARS OTHER BARS
Ld Ldh
HOOKED
BARSCASE 1 CASE 2 CASE 1 CASE 2
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
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APPROVED BY LCDR ELIZABETH
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E-801S
WRB
SHEET NOTES
12894235
HTLA OE F
W V
N IRO G
M IN
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KELLEY BOURASSA
Lic. No. 0402061759
5/19/2026
TY101S
0 8' 32'16'
TELECOMMUNICATION FLOOR PLAN
A1
FAX: 571.218.1600
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SUITE 500
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05/27/2025
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SHEET NOTES
KEYED NOTES
LEGEND
ABBREVIATIONS
THESE DRAWINGS HAVE BEEN ADAPTED FROM APPROVED NAVFAC MUNITIONS STORAGE
CONSTRUCTION DOCUMENTS, NAVFAC DRAWING NUMBERS 14145735 TO 14145738,
APPROVED BY DDESB ON 24 SEPTEMBER 2024. JACOBS DOR RESPONSIBILITY AND SEAL
APPLICABILITY IS LIMITED TO THE SITE ADAPTATIONS AND MODIFICATIONS MADE TO THIS
DRAWING.
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(TYP.)
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1. ALL CONDUIT MUST BE RIGID GALVANIZED STEEL CONDUIT UNLESS ALL CONDUIT MUST BE RIGID GALVANIZED STEEL CONDUIT UNLESS INDICATED OTHERWISE. 2. EXPOSED CONDUITS ON EXTERIOR WALLS MUST BE PROHIBITED. EXPOSED CONDUITS ON EXTERIOR WALLS MUST BE PROHIBITED. 3. PROPOSED IDS VENDOR TO PERFORM COVERAGE CALCULATIONS, PROPOSED IDS VENDOR TO PERFORM COVERAGE CALCULATIONS, INCLUDING OBSTRUCTIONS, TO VERIFY QUANTITY AND LOCATION OF MOTION DETECTORS. FINAL LOCATIONS AND QUANTITIES OF MOTION DETECTORS TO BE INSTALLED PER IDS VENDOR SHOP DRAWINGS. 4. ALL CONDUITS WILL BE MINIMUM 1"C UNLESS NOTED OTHERWISE. ALL CONDUITS WILL BE MINIMUM 1"C UNLESS NOTED OTHERWISE. REFER TO T-601 FOR CONDUIT SIZES. 5. CONDUITS WILL BE EXPOSED INSIDE THE MAGAZINE UNLESS CONDUITS WILL BE EXPOSED INSIDE THE MAGAZINE UNLESS INDICATED OTHERWISE. LOCATE CONDUITS AS HIGH AS POSSIBLE AND COORDINATE ROUTING WITH OTHER TRADES. JUNCTION BOXES WILL BE SURFACE MOUNTED.
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1. DOOR CONTACT FOR ECM DOOR. COORDINATE WITH DOOR DOOR CONTACT FOR ECM DOOR. COORDINATE WITH DOOR MANUFACTURER FOR EXACT LOCATION AND ROUGH-IN REQUIREMENTS. COORDINATE WITH THE CONTRACTING OFFICER FOR THE CONNECTION OF THE BMS ON THE DOOR. 2. IDS BOLTWORDS SLEEVE IN PILASTER. PROVIDE EMPTY 1" IDS BOLTWORDS SLEEVE IN PILASTER. PROVIDE EMPTY 1" CONDUIT TO IDS PULLBOX FOR WIRING BY GOVERNMENT. 3. RECESSED ROUGH-IN FOR FUTURE CCTV CAMERA. HOMERUN TO RECESSED ROUGH-IN FOR FUTURE CCTV CAMERA. HOMERUN TO IT CABINET. MOUNT 12" ABOVE TOP OF SLIDING MAGAZINE DOOR. 4. EXTEND TWO 1-1/2" CONDUITS TO SITE POLE, LOCATION TO BE EXTEND TWO 1-1/2" CONDUITS TO SITE POLE, LOCATION TO BE DETERMINED THROUGH COORDINATION WITH BASE SSO AND COMM SQUADRON, FOR PoE IP CAMERA AND PoE WIRELESS ACCESS POINT. POLE LOCATION AND CONDUIT ROUTE WILL BE LIMITED BY MAXIMUM CABLE LENGTH OF 295' FROM PATCH PANEL TO DEVICE. REFER TO DETAIL A1/T-501 AND A1/T-601. TO BE PROVIDED WHEN REQUIRED BASED ON CLASSIFICATION OF STORED MATERIALS. COORDINATE WITH CONTRACTING OFFICER. CONDUITS WILL EXIT THE MAGAZINE THROUGH THE SIDE WALL, PENETRATION OF THE FOUNDATION IS NOT PERMITTED. 5. EXTEND TWO 4" CONDUITS TO NEAREST TELECOMM MANHOLE. EXTEND TWO 4" CONDUITS TO NEAREST TELECOMM MANHOLE. CONDUITS WILL EXIT THE MAGAZINE THROUGH THE SIDE WALL, PENETRATION OF THE FOUNDATION IS NOT PERMITTED. 6. SINGLE POINT GROUND BAR. REFER TO E-101. SINGLE POINT GROUND BAR. REFER TO E-101. 7. MOTION DETECTOR WILL BE INSTALLED 3' FROM THE INSIDE FACE MOTION DETECTOR WILL BE INSTALLED 3' FROM THE INSIDE FACE OF THE MAGAZINE DOOR. 8. MOTION DETECTORS WILL BE EVENLY SPACED FOR COVERAGE OF MOTION DETECTORS WILL BE EVENLY SPACED FOR COVERAGE OF THE ENTIRE INTERIOR SPACE. 9. EXTERIOR EMERGENCY PHONE. REFER TO A3/T-501. EXTERIOR EMERGENCY PHONE. REFER TO A3/T-501. 10. TELECOMMUNICATIONS GROUNDING CONDUCTOR IN CONDUIT.TELECOMMUNICATIONS GROUNDING CONDUCTOR IN CONDUIT.
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SCALE: 3/32" = 1'-0"
AutoCAD SHX Text BMS BALANCED MAGNETIC SWITCH BALANCED MAGNETIC SWITCH CCTV CLOSED-CIRCUIT TELEVISION CLOSED-CIRCUIT TELEVISION HSS HIGH SECURITY SYSTEM HIGH SECURITY SYSTEM IDS INTRUSION DETECTION SYSTEM INTRUSION DETECTION SYSTEM ILD INTERNAL LOCKING DEVICE INTERNAL LOCKING DEVICE IT INFORMATION TECHNOLOGY INFORMATION TECHNOLOGY PIR PASSIVE INFRARED SENSOR PASSIVE INFRARED SENSOR POE POWER OVER ETHERNET POWER OVER ETHERNET RGC RIGID GALVANIZED STEEL CONDUIT RIGID GALVANIZED STEEL CONDUIT WAP WIRELESS ACCESS POINT WIRELESS ACCESS POINT
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SATISFACTORY TO
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APPROVED
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A/E INFO
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ELECTRICAL HEAT TRACE PLANA1
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D E
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1667770
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
05/27/2025
E-801S
AS SHOWN
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SHEET NOTES
FAX: 571.218.1600
1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
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05/27/2025
APPROVED BY LCDR ELIZABETH
OLOKODE NAVFAC NLOD FEAD
DIRECTOR NEW LONDON, GROTEN, CT
E-801S
WRB
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1100 NORTH GLEBE ROAD
SUITE 500
ARLINGTON, VIRGINIA 22201
571.218.1000
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05/27/2025
APPROVED BY LCDR ELIZABETH
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DIRECTOR NEW LONDON, GROTEN, CT
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SHEET NOTES
KEYED NOTES
LEGEND
TY101S
ABBREVIATIONS
THESE DRAWINGS HAVE BEEN ADAPTED FROM APPROVED NAVFAC MUNITIONS STORAGE
CONSTRUCTION DOCUMENTS, NAVFAC DRAWING NUMBERS 14138857 TO 14138860,
APPROVED BY DDESB ON 24 SEPTEMBER 2024. JACOBS DOR RESPONSIBILITY AND SEAL
APPLICABILITY IS LIMITED TO THE SITE ADAPTATIONS AND MODIFICATIONS MADE TO THIS
DRAWING.
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SCALE: 3/32" = 1'-0"
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SATISFACTORY TO
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ACTIVITY
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FOR COMMANDER NAVFAC
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SEAL
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A/E INFO
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1. ALL CONDUIT MUST BE RIGID GALVANIZED STEEL CONDUIT UNLESS ALL CONDUIT MUST BE RIGID GALVANIZED STEEL CONDUIT UNLESS INDICATED OTHERWISE. 2. EXPOSED CONDUITS ON EXTERIOR WALLS MUST BE PROHIBITED. EXPOSED CONDUITS ON EXTERIOR WALLS MUST BE PROHIBITED. 3. PROPOSED IDS VENDOR TO PERFORM COVERAGE CALCULATIONS, PROPOSED IDS VENDOR TO PERFORM COVERAGE CALCULATIONS, INCLUDING OBSTRUCTIONS, TO VERIFY QUANTITY AND LOCATION OF MOTION DETECTORS. FINAL LOCATIONS AND QUANTITIES OF MOTION DETECTORS TO BE INSTALLED PER IDS VENDOR SHOP DRAWINGS. 4. ALL CONDUITS WILL BE MINIMUM 1"C UNLESS NOTED OTHERWISE. ALL CONDUITS WILL BE MINIMUM 1"C UNLESS NOTED OTHERWISE. REFER TO T-601 FOR CONDUIT SIZES. 5. CONDUITS WILL BE EXPOSED INSIDE THE MAGAZINE UNLESS CONDUITS WILL BE EXPOSED INSIDE THE MAGAZINE UNLESS INDICATED OTHERWISE.
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