W12X26
W12X26
X.XX
FRAMING SIZE
EXISTING FRAMING SIZE
EXISTING WOOD DECK
WOOD DECK
EXISTING ISO SHELTER
ISO SHELTER / TRAILER
XISO SHELTER DECKCORNER MOUNTANCHOR
ISO SHELTERINTERMEDIATESUPPORT POINT
BEAM TO BEAMMOMENTCONNECTION
TPC-1TIMBER PILECONNECTION MARKWITH (4) BOLTS
TOP OF FOUNDATION / SLAB
COLUMN GRID MARK
T-X ELECTRICALTRANSFORMER MARK
BEAM TO COLUMNMOMENTCONNECTION
NEW WORK PLAN KEY NOTE:X = N FOR FOUNDATION KEY NOTEX = E FOR EASR TOWER FRAMING KEY NOTEX = S FOR SEWIP TOWER FRAMING KEY NOTEY = NOTE NUMBER
XY
DEMOLITION PLAN KEY NOTE:X = D FOR DEMOLITION KEY NOTEY = NOTE NUMBER
XY
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-001
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
GENE
RAL N
OTES
SHH
912760182
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
GENERAL NOTESGENERAL
1. THIS PROJECT IS SUBJECT TO IBC 2015 SPECIAL INSPECTION REQUIREMENTSAS MODIFIED BY UFC 3-301-01. THE STATEMENT AND SCHEDULE OF SPECIALINSPECTIONS DEFINE THE SCOPE OF SPECIAL INSPECTIONS AND ARE INCLUDEDWITH THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS FOR WIND ANDSEISMIC RESISTANCE AND STRUCTURAL OBSERVATIONS FOR WINDREQUIREMENTS AND SEISMIC RESISTANCE ARE NOT REQUIRED SINCE THENOMINAL WIND SPEED FOR THE PROJECT LOCATION DOES NOT EXCEED 110 MPHAND THE SEISMIC DESIGN CATEGORY IS NOT D, E OR F. STRUCTURALOBSERVATIONS FOR PROGRESSIVE COLLAPSE AVOIDANCE ARE NOT REQUIRED.
2. THE PERFORMANCE COMPLIANCE METHOD OF IEBC 2015 HAS BEEN USED ASTHE BASIS FOR STRUCTURAL REPAIRS, ALTERATIONS AND ADDITIONS TO THEEXISTING STRUCTURE.
3. REFER TO DRAWING NO. 8740308 - 'OUTLINE AND INSTALLATION, ANTENNASUBSYSTEM V1' SHEETS 1 THROUGH 8 FOR EASR ANTENNA SUPPORTSTRUCTURE INTERFACE AND OTHER CRITERIA. COORDINATE STRUCTURAL STEELDETAILS, DIMENSIONS AND OTHER ASPECTS WITH THE EASR DRAWING.
4. REFER TO SEWIP ANTENNA DRAWINGS FOR SEWIP ANTENNA SUPPORTSTRUCTURE INTERFACE AND OTHER CRITERIA. COORDINATE STRUCTURAL STEELDETAILS, DIMENSIONS AND OTHER ASPECTS WITH THE SEWIP DRAWINGS.
5. THE STRUCTURES ASSOCIATED WITH THIS PROJECT DO NOT MEET THEOCCUPANCY LEVELS OF INHABITED OR PRIMARY GATHERING BUILDINGS OR OFBILLETING. THEREFORE, THE STRUCTURES ARE EXEMPT FROM UFC 4-010-01ANTITERRORISM PROVISIONS.
6.. SINCE THE STRUCTURES ARE EXEMPT FROM UFC 4-010-01 REQUIREMENTS,THEY ARE ALSO EXEMPT FROM UFC 4-023-03 REQUIREMENTS. THEREFORE, NOPROGRESSIVE COLLAPSE AVOIDANCE DESIGN REQUIREMENTS HAVE BEENINCORPORATED INTO THE DESIGN.
7. INFORMATION PERTAINING TO EXISTING STRUCTURES WAS OBTAINED FROMRECORD DRAWINGS LETTER DATED DECEMBER 16, 2009 AS PREPARED BYTRANSYSTEMS WITH WORK ORDER NUMBER 553084.
8. USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS IN CONJUNCTIONWITH THE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, ANDTELECOMMUNICATIONS DRAWINGS AND SPECIFICATIONS. VERIFY THEREQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS,INSERTS, ANCHORS, HOLES AND OTHER ITEMS PLACED OR SETS IN THESTRUCTURAL WORK.
9. REPORT DIMENSIONAL DISCREPANCIES BETWEEN DRAWINGS TO THECONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AFFECTED AREAS.
10. ALTERATIONS TO THE STRUCTURE HAVE BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER ERECTION OF THE STRUCTURAL SYSTEMS ARECOMPLETE. PROVIDE TEMPORARY GUYING, BRACING, SHORING AND OTHERMEASURES TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT AND INA SAFE AND STABLE CONDITION UNTIL STRUCTURAL WORK IS COMPLETE. THECONTRACTOR IS SOLELY RESPONSIBLE TO DETERMINE ERECTION PROCEDURESAND SEQUENCE OF CONSTRUCTION.
11. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES ANDSUPERVISION OF THE WORK ARE THE SOLE RESPONSIBILITY OF THECONTRACTOR.
12. UNDERTAKE NECESSARY MEASURES TO ENSURE SAFETY OF PERSONS ANDSTRUCTURES AT THE SITE AND ADJACENT TO THE SITE. VISITS TO THE SITE BYTHE CONTRACTING OFFICER OR CONTRACTING OFFICER'S REPRESENTATIVE DONOT RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.
13. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THECONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION MUST BE OFTHE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN ORCALLED FOR SUBJECT TO THE APPROVAL OF THE CONTRACTING OFFICER.WHERE SECTIONS VARY, PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM,UNLESS NOTED OTHERWISE.
14. DETAILS TITLED OR NOTED AS TYPICAL APPLY NOT ONLY WHERESPECIFICALLY INDICATED OR REFERENCED BUT ALSO IN OTHER CASES WHERETHE NATURE OF THE CONSTRUCTION REQUIRES THEIR USE. DETERMINEAPPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE TITLES OR FROM THESIMILARITY OF A CONSTRUCTION CONDITION WITH ANOTHER CONDITION WHERETHE DETAIL IS SPECIFICALLY INDICATED OR REFERENCED.
15. BEFORE PROCEEDING WITH WORK ASSOCIATED WITH THE EXISTINGSTRUCTURES, BECOME FAMILIAR WITH THE EXISTING CONDITIONS. PROVIDESAFEGUARDS TO MAINTAIN THE STRUCTURES IN A SAFE CONDITION DURINGCONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF THEEXISTING STRUCTURES THAT ARE TO REMAIN.
16. DIMENSIONS AND ELEVATIONS SHOWN FOR EXISTING CONDITIONS AREAPPROXIMATE. VERIFY AND COORDINATE DIMENSIONS AND ELEVATIONSNECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE WORKRELATIVE TO THE EXISTING STRUCTURES. TAKE MEASUREMENTS NECESSARYFOR THE FABRICATION, ALIGNMENT AND INSTALLATION OF STRUCTURALMEMBERS AND COMPONENTS.
17. CONSTRUCTION SHOWN ON THE STRUCTURAL DRAWINGS IS NEWCONSTRUCTION UNLESS SPECIFICALLY IDENTIFIED AS EXISTING.
DESIGN STANDARDS
1. UNIFIED FACILITIES CRITERIA:
A. UFC 1-200-01 (20 JUNE 2016) GENERAL BUILDING REQUIREMENTSB. UFC 3-301-01 (1 JUNE 2013 WITH CHANGE 3, 12 SEPTEMBER 2016)
STRUCTURAL ENGINEERING
2. INTERNATIONAL CODE COUNCIL:
A. INTERNATIONAL BUILDING CODE 2015 (IBC 2015) AS ADOPTED AND MODIFIED BY UFC 1-200-01 AND UFC 3-301-01
B. INTERNATIONAL EXISTING BUILDING CODE 2015 (IEBC 2015) AS ADOPTEDAND MODIFIED BY UFC 1-200-01 AND UFC 3-301-01
3. AMERICAN SOCIETY OF CIVIL ENGINEERS:
A. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHERSTRUCTURES.
B. ASCE-24-14 FLOOD RESISTANT DESIGN AND CONSTRUCTION
4. AMERICAN CONCRETE INSTITUTE:
A. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
5. AMERICAN NATIONAL STANDARDS INSTITUTE:
A. ANSI/AISC 360-10, AMERICAN INSTITUTE OF STEEL CONSTRUCTION, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2010
B. ANSI/AWS D1.1:2011, AMERICAN WELDING SOCIETY, STRUCTURAL WELDING CODE - STEEL
C. ANSI/TIA-222-G-2005, TELECOMMUNICATIONS INDUSTRY ASSOCIATION, STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS.
D. ANSI/AWC NDS-2012, NATIONAL DESIGN SPECIFICATION (NDS) FOR WOODCONSTRUCTION WITH 2012 SUPPLEMENT
E. ANSI/NAAMM MBG 531-15, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS METAL BAR GRATING MANUAL
DESIGN LOADS
1. RISK CATEGORY: II PER UFC 3-301-01 TABLE 2-2.
2. DEAD LOADS: SELF WEIGHT OF MATERIALS
4. LIVE LOADS PER UFC 3-301-01 TABLE D-1 UNLESS NOTED OTHERWISE
A. EXTERIOR WOOD DECKS: 50 PSFNOTE: UFC REQUIRES 100 PSF FOR DECKS BUT EXISTING DRAWINGS NOTE 50 PSF. DECK FRAMING HAS BEEN DESIGNED FOR 50 PSF WITH LIVELOAD PLACARDS POSTED INDICATING LIVE LOAD LIMIT OF 50 PSF AS REQUIRED BY IEBC 2015 SECTION 402.3.1.
B. ISO SHELTERS: 50 PSF OFFICE LIVE LOADNOTE: WEIGHT OF EQUIPMENT AND STORED MATERIALS IN THE ISO SHELTERS IS INCLUDED IN THE ISO SHELTER TOTAL WEIGHTS SHOWN ON S-101.
C. MEZZANINES, STAIRS AND LANDINGS: 100 PSFD. ROOFS: 20 PSFE. HANDRAIL AND GUARDRAIL SYSTEMS:
CONCENTRATED LOAD (TOP RAIL): 200 LB APPLIED IN ANY DIRECTION AT ANY POINT ON THE TOP RAIL
UNIFORM LOAD (TOP RAIL): 50 PLF APPLIED IN ANY DIRECTION ALONG THE TOP RAIL AND NOT ACTING CONCURRENTLY WITHTHE CONCENTRATED LOAD
CONCENTRATE LOAD (INTERMEDIATE RAIL): 50 LBS APPLIED HORIZONTALLY AND NORMAL TO THE RAILING ON AN AREA NOT EXCEEDING 12-INCH BY 12-INCH AND NOT ACTING CONCURRENTLY WITH THE TOP RAIL CONCENTRATED AND UNIFORM LOADS
F. LIVE LOADS FOR FOUNDATIONS, COLUMNS, FLOOR AND ROOF FRAMINGHAVE NOT BEEN REDUCED BASED ON INFLUENCE AREA.
5. EQUIPMENT AND ISO SHELTER LOADS: AS INDICATED ON THE DRAWINGS. IFEQUIPMENT OR ISO SHELTER LOADS ARE GREATER THAN THOSE INDICATED,NOTIFY THE CONTRACTING OFFICER.
6. SNOW LOADS PER UFC 3-301-01 TABLE E-2
A. GROUND SNOW LOAD: Pg = 20 PSFB. FLAT ROOF SNOW LOAD: Pf = 15.12 PSFC. SNOW EXPOSURE FACTOR: Ce = 0.9 FOR PARTIALLY EXPOSED AT
TERRAIN CATEGORY DD. THERMAL FACTOR: Ct = 1.2E. SNOW IMPORTANCE FACTOR: Is = 1.00F. DRIFT SURCHARGE LOADS AT EXTERIOR WOOD DECKS: Pd = 20.45 PSFG. WIDTH OF SNOW DRIFT AT EXTERIOR WOOD DECKS: w = 4.93 FEET
SERVICEABILITY LIMITS
1. STRUCTURAL STEEL FLOOR AND ROOF FRAMING DEFLECTION LIMIT: L/360 LIVELOAD DEFLECTION
2. WIND DRIFTS: H/480 BASED ON 70 PERCENT OF THE WIND PRESSURES RESULTING FROM THE NOMINAL DESIGN WIND SPEED. THE ANTENNA SYSTEMSDO NOT HAVE A MORE STRINGENT DRIFT LIMITATION.
3. PREDICTED FIRST MODE FREQUENCY FOR THE EASR VARIANT ROTATING ANTENNA SYSTEM IS 14.6 Hz. PREDICTED FREQUENCIES FOR THE EASR ANTENNA TOWER STRUCTURE WITH THE LARGEST EFFECTIVE MASS PARTICIPATION FACTORS (EMPF) ARE AS FOLLOWS:
SX (PLAN NORTH-SOUTH): FREQUENCY < 2 Hz WITH EMPF = 77
SY (VERTICAL): FREQUENCY < 8 Hz WITH EMPF = 23
SZ (PLAN EAST-WEST): FREQUENCY < 2 Hz WITH EMPF = 77
DESIGN LOADS CONTINUED
7. WIND LOADS PER UFC 3-301-01 TABLE E-1
A. ULTIMATE DESIGN WIND SPEED: 125 MPH 3-SECOND GUSTB. NOMINAL DESIGN WIND SPEED: 97 MPH 3-SECOND GUSTC. EXPOSURE CATEGORY: DD. ENCLOSURE CLASSIFICATIONS:
ENCLOSED AT ISO SHELTERSOPEN AT EASR AND SEWIP TOWERS
E. INTERNAL PRESSURE COEFFICIENTS:
+/- 0.18 AT ENCLOSED ENCLOSURE CLASSIFICATION0.00 AT OPEN ENCLOSURE CLASSIFICATION
F. TOPOGRAPHIC FACTOR: 1.0.G. OTHER STRUCTURE FORCE COEFFICIENTS (ASCE 7-10 FIGURE 29.5-2 FOR
OPEN SIGNS AND LATTICE FRAMEWORKS) USED IN DETERMINATION OF WIND LOADS FOR TOWERS, RAILINGS AND POSTS
Cf = 1.8 FOR FLAT-SIDED MEMBERSCf = 1.2 FOR ROUND RAILS
H. PRODUCT OF EXTERNAL PRESSURE COEFFICIENT AND GUST-EFFECT FACTOR USED IN DETERMINATION OF WIND LOADS FOR ISO SHELTERS:
GCr = 1.27 FOR HORIZONTAL FORCEGCr = 1.00 FOR VERTICAL FORCE
8. SEISMIC CRITERIA PER UFC 3-301-01 TABLE E-3
A. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:Ss = 0.08g, S1 = 0.04g.
B. SITE CLASS: DC. SITE COEFFICIENTS: Fa = 1.6 AND Fv = 2.4D. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:
Sds = 0.085g, Sd1 = 0.064g.E. SEISMIC DESIGN CATEGORY: AF. IMPORTANCE FACTOR: Ie = 1.00G. RESPONSE MODIFICATION COEFFICIENTS:
EASR AND SEWIP TOWERS: R = 3ISO SHELTER SUPPORTS: R = 1.5
H. SEISMIC RESPONSE COEFFICIENT:
EASR AND SEWIP TOWERS: Cs = 0.028ISO SHELTER SUPPORTS: Cs = 0.057
I. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSISJ. BASIC SEISMIC FORCE-RESISTING SYSTEMS:
EASR AND SEWIP TOWERS: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
ISO SHELTER SUPPORTS: CANTILEVERED COLUMN SYSTEMS DETAILEDTO CONFORM TO THE REQUIREMENTS FOR TIMBER FRAMES
K. DESIGN BASE SHEARS: NOT CALCULATED SINCE SEISMIC DESIGN REQUIREMENTS DO NOT APPLY
L. THE ASCE 7-10 SEISMIC DESIGN REQUIREMENTS FOR BUILDINGS DO NOTAPPLY TO THE STRUCTURES ASSOCIATED WITH THIS PROJECT SINCE THESTRUCTURES HAVE BEEN ASSIGNED TO SEISMIC DESIGN CATEGORY A.
9. FLOOD DESIGN DATA PER ASCE 24-14
A. FLOOD DESIGN CLASS IS 2 ACCORDING TO ASCE 24-14 TABLE 1-1.B. BASED ON THE RECENT FEMA FLOOD MAPPING DATA (MAP #51001C0480G),
THE PROJECT SITE IS COMPLETELY CONTAINED WITHIN THE FLOOD ZONEDESIGNATED AE. THE BASE FLOOD ELEVATION FOR THIS FLOOD ZONE IS8.0 FEET.
C. EXCEPT FOR THE FOUNDATION AT TRANSFORMERS T-2, T-3 AND T-4, STRUCTURES ARE ABOVE THE BASE FLOOD ELEVATION.
D. THE FOUNDATION AT TRANSFORMERS T-2, T-3 AND T-4 CONSISTS OF SHALLOW FOUNDATIONS SUPPORTED DIRECTLY ON UNDISTURBED SOIL WITH THE TOP ELEVATION BELOW THE ERODED GROUND ELEVATION WITHEFFECTS OF LOCAL SCOUR AND EROSION, FORCES APPLIED TO THE FOUNDATION FROM THE ELEVATED STRUCTURE AND LATERAL AND VERTICAL LOADS FROM FLOOD FORCES APPLIED TO THE FOUNDATION ELEMENTS.
CAST-IN-PLACE CONCRETE
1. CONCRETE: NORMAL WEIGHT WITH A 4000 PSI MINIMUM 28-DAYCOMPRESSIVE STRENGTH.
2. FORMWORK:
A. COORDINATE CONCRETE WORK WITH THE PLACEMENT OF PIPING,INSERTS, FLOOR DRAINS, CHAMFER STRIPS, REGLETS AND OTHEREMBEDDED ITEMS.
B. ACCURATELY PLACE, SUPPORT AND SECURE EMBEDDED ITEM SUCHAS ANCHOR RODS AND WELD PLATES BEFORE PLACING CONCRETETO PREVENT DISPLACEMENT OF EMBEDDED ITEM BEYOND PERMITTED TOLERANCES.
C. SLEEVE PIPING OR UTILITIES PASSING THROUGH CONCRETE TO MAINTAIN 1" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE. REFERTO OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS ANDWATER DURING CONSTRUCTION.
D. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE,UNLESS NOTED OTHERWISE.
E. DO NOT EARTH-FORM FOUNDATIONS.
3.REINFORCING STEEL:
A. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT BARS AND BARSWITH HOOKS.
B. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ACI SP-66, ACI 301 AND ACI 318, ANDTHE CONCRETE REINFORCING STEEL INSTITUTE CRSI MANUAL OFSTANDARD PRACTICE.
C. UNLESS NOTED OTHERWISE, USE THE FOLLOWING MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT:
a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".
b. CONCRETE EXPOSED TO EARTH OR WEATHER:i. #6 BARS AND LARGER: 2"ii. #5 BARS AND SMALLER AND WIRE: 1-1/2"
D. UNLESS NOTED OTHERWISE, USE THE FOLLOWING EMBEDMENT ANDLAP SPLICE LENGTHS FOR REINFORCING STEEL BARS:
a. MINIMUM STRAIGHT EMBEDMENT AND LAP LENGTHS:#6 BARS AND SMALLER: 50 BAR DIAMETERS#7 BARS AND LARGER: 63 BAR DIAMETERS
b. MINIMUM STANDARD HOOK EMBEDMENT LENGTHS: 20 BAR DIAMETERS
c. HORIZONTAL BARS HAVING MORE THAN 12" OF CONCRETE PLACED BELOW THEM ARE CONSIDERED TOP REINFORCEMENTAND REQUIRE A MINIMUM STRAIGHT EMBEDMENT AND LAP LENGTHS INCREASED BY NOT LESS THAN 30% OVER THE MINIMUM STRAIGHT EMBEDMENT LENGTHS AND LAP SPLICE LENGTHS NOTED ABOVE.
d. HOOK EMBEDMENT IS THE MINIMUM STRAIGHT LINE DISTANCEFROM THE CRITICAL SECTION OF THE BAR TO THE FARTHEST EDGE OF THE HOOK.
4. EPOXY GROUT: CONFORM TO ASTM C881, TYPE IV, GRADE 3, EXCEPT GELTIMES. PROVIDE MINIMUM EMBEDMENT LENGTH REQUIRED TO DEVELOPULTIMATE STRENGTH OF BAR.
EXISTING PILES AT TOWERS AND ISO SHELTERS
1. EXISTING PILE FOUNDATION TYPE AND CAPACITIES AT THE TOWERS:
STEEL H-PILES: SIZE UNKNOWN. INFORMATION IS NOT AVAILABLE ON THE RECORD DRAWINGS.
COMPRESSION CAPACITIES:
EASR TOWER: 205 KIPSSEWIP TOWER: 165 KIPS
TENSION CAPACITIES:
EASR TOWER: 140 KIPSSEWIP TOWER: 80 KIPS
LATERAL CAPACITIES: INFORMATION IS NOT AVAILABLE ON THE RECORD DRAWINGS. NAVFAC MIDLANT GEOTECHNICAL ESTIMATES A CAPACITY OF 18 KIPS BASED ON AN HP12X53 STEEL PILE, A FIXED HEAD CONDITION AND ALATERAL DISPLACEMENT OF APPROXIMATELY 0.384 INCHES
2. EXISTING PILE FOUNDATION TYPE AND CAPACITIES AT THE ISO SHELTERS:
TIMBER PILES: PRESSURE TREATED SOUTHERN PINE CONFORMING TO ASTM D25 WITH A MINIMUM 12-INCH TIP AND 14-INCH BUTT DIAMETER
COMPRESSION: 10 TONSTENSION: 3.5 TONSLATERAL: 1 TON
STRUCTURAL STEEL
1. STRUCTURAL STEEL FRAMING HAS BEEN ANALYZED USING THE DIRECTANALYSIS METHOD AND DESIGNED FOR STRENGTH USING THE LOAD ANDRESISTANCE FACTOR DESIGN (LRFD) METHODOLOGY.
2. PROVIDE MATERIALS CONFORMING WITH THE FOLLOWING:
A. SHAPES (OTHER THAN W AND WT), PLATES, MISCELLANEOUS SHAPES AND THREADED RODS: ASTM A36, Fy = 36 KSI
B. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSIC. HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C, Fy=50 KSID. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, WEIGHT CLASS AS
INDICATED, Fy=35 KSIE. WELDING: AWS D1.1 USING E70 ELECTRODES WITH LOW HYDROGEN
WHERE REQUIRED.F. WELDED SHEAR STUD CONNECTORS: AWS D1.1, TYPE B MADE
FROM ASTM A108 MATERIAL WITH Fu=65 KSIG. BOLTS: ASTM A325, TYPE 1 WITH DIRECT TENSION INDICATOR
WASHERS OR ASTM F1852, TYPE 1 TENSION CONTROL BOLTS.H. ANCHOR RODS: ASTM F1554, GRADE 36.I. EXPANSION ANCHORS: SAE 316 STAINLESS STEEL ANCHORS WITH
EMBEDMENT INDICATED AND AN ICC EVALUATION SERVICE EVALUATION REPORT FOR ANCHORS INSTALLED IN CRACKED CONCRETE AND CAPABLE OF RESISTING THE COMBINED EFFECTS OF UNFACTORED SHEAR OF 1800 LBS AND TENSION OF 200 LBS DUE TO WIND.
J. HARDENED WASHERS: ASTM F436, TYPE 1 CIRCULARK. GROUT: ASTM C1107 CEMENTITIOUS NONSHRINK.
3. HOT-DIP GALVANIZE STRUCTURAL STEEL IN ACCORDANCE WITH ASTM A123AFTER FABRICATION.
PLAN LEGEND
MISCELLANEOUS METAL FABRICATIONS
1. REFER TO STRUCTURAL STEEL NOTES FOR RAILING AND STAIR FRAMINGMATERIAL PROPERTIES. HOT-DIP GALVANIZE MISCELLANEOUS METAL FABRICATIONSIN ACCORDANCE WITH ASTM A123 AFTER FABRICATION.
2. PROVIDE METAL BAR GRATING IN ACCORDANCE WITH THE ANSI/NAAMM MBG 531-15, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS METAL BARGRATING MANUAL.
3. FABRICATE GRATING FROM 1 1/2" DEEP X 3/16" THICK BEARING BARS SPACED AT1 3/16" CENTER-TO-CENTER WITH PERPENDICULAR CROSS BARS AT 4" APART. HOTDIP GALVANIZE GRATING ASSEMBLIES AFTER FABRICATION.
4. BAND EDGES OF GRATING WITH BARS OF THE SAME SIZE AS THE BEARING BARS.
5. ANCHOR GRATING TO STRUCTURAL MEMBERS WITH BOLTS.
SHALLOW FOUNDATIONS
1. SHALLOW FOUNDATIONS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOILBEARING PRESSURE OF 2000 PSF. FIELD VERIFY NET ALLOWABLE SOIL BEARINGPRESSURE PRIOR TO PLACING FOUNDATION CONCRETE.
CONC
HY
W
GUARDSHACK
(DATR)
APPROXLIMITS OF18'X9' SSHOLDING TANK
POWER MHCOMM MH
COMM MH
COMM BOX
COMM VAULT
1 2 3 4
5
5
AA
B
C
D
E
F
G
H
EXISTING SEWIP DAC 1
EXISTING EASR DAC 2
TYPN7
N5
EXISTINGMECHANICAL
BUILDING
N8
N8
N5
D1
D2
D2
D2
D1
8' - 3
" +/-
55' - 11" +/-
9' - 8
" +/-
8' - 0" +/-
10' -
0" +
/-
D3
14' - 0" +/- 12' - 0" +/- 14' - 0" +/- 3' - 0" +/-
D2
D4
0.00
0.00
-1.00
-2.00
-1.00
14' -
0" +
/-12
' - 0"
+/-
14' -
0" +
/-3'
- 0" +
/-14
' - 0"
+/-
12' -
0" +
/-14
' - 0"
+/-
1.69
D6
N5
N5
D5
D3
1.69 +/- SLOPE 1.62 +/-
-5.17 +/--5.17 +/-
-1.50 +/-
-5.17 +/-
-1.50 +/-
UNDERGROUND ELECTRICAL
CHAINLINK FENCE
EASRTOWER
SEWIPTOWER
N16 N16
N9
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND AND S-501 FORMISCELLANEOUS FOUNDATION DETAILS.
2. REFER TO S-101 FOR FOUNDATION KEY NOTES AND EXISTING ISO SHELTERDIMENSIONS AND WEIGHTS.
3. REFER TO SD901 FOR STRUCTURAL DEMOLITION PHOTOS.4. DEMOLITION PLAN SHOWS EXTENT OF STRUCTURAL AND SOME ARCHITECTURAL
DEMOLITION. REFER TO OTHER DISCIPLINE DRAWINGS FOR ADDITIONALARCHITECTURAL DEMOLITION AND DEMOLITION OF MECHANICAL, ELECTRICAL,CIVIL AND OTHER DEMOLITION REQUIREMENTS.
5. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO AREFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
SD101
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
DEMO
LITIO
N FO
UNDA
TION
AND
DEC
K LE
VEL P
LAN
SHH
1012760183
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1/8" = 1'-0"A1 DEMOLITION FOUNDATION AND DECK LEVEL PLAN - ISO SHELTERS AND TRAILERS
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
4' 8' 16'0'1/8" =1'-0"
KEY PLAN
GRAPHIC SCALE
DEMOLITION GENERAL NOTES
PLANNORTH
DEMOLITION KEY NOTESD1 REMOVE EXISTING (3) 2X12 FRAMING.D2 REMOVE EXISTING WOOD DECK BOARDS, FRAMING, RAILING AND
FOUNDATIONS.D3 REMOVE DAMAGED OR DETERIORATED EXISTING WOOD DECK BOARDS AND
RAILING. LEAVE DECK SUBFRAMING IN PLACE TO RECEIVE NEW WOOD DECKBOARDS AND RAILING. BASE BID ON 15-PERCENT REMOVAL.
D4 REMOVE EXISTING WOOD STEPS, RAILING AND FOUNDATIONS.D5 REMOVE EXISTING WOOD DECK RAMP AND ADJACENT DECK, RAILING AND
FRAMING.D6 REMOVE ENTIRE LENGTH OF EXISTING (2) 2X10 WOOD DECK EDGE BEAMS TO
ALLOW REPLACEMENT WITH NEW 2X10 BEAMS. NOTE THAT EXISTING BEAMSHAVE BEEN CUT. SALVAGE AND REUSE THE EXISTING 2X10 JOISTS THAT ARESUPPORTED BY THE BEAMS.
D7 REMOVE C10x25 STEEL CHANNELS.D8 REMOVE (8) HSS5.500x0.375 STEEL STUB COLUMNS.D9 REMOVE CONTINUOUS L6X4X7/16 (LLH).D10 REMOVE (4) C8X11.5.D11 REMOVE (8) L4x4x3/8.D12 REMOVE STEEL GRATING.D13 REMOVE PORTION OF CONCRETE SLAB AND STEEL DECK. REFER TO S-103 FOR
LIMITS OF REMOVAL.D14 REMOVE TIE DOWN ANCHORS AND PATCH HOLES WITH NONSHRINK GROUT.D15 REMOVE PORTION OF DAVIT ABOVE RAILING. APPLY ZINC-RICH PRIMER TO END
OF CUT AND REMAINING PORTION OF DAVIT.D16 PREPARE SURFACE FOR APPLICATION OF ZINC-RICH PRIMER. REFER TO
FRAMING PLANS FOR DETAILS.D17 ANTENNA, ELECTRICAL PANEL AND OTHER EQUIPMENT ON SEWIP TOP LEVEL
TO BE REMOVED BY THE GOVERNMENT.
DY
A1S-103
TYPD8D9
TYPD10
A1SD104
D13 1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND.
2. REFER TO SD901 FOR STRUCTURAL DEMOLITION PHOTOS.3. DEMOLITION PLAN SHOWS EXTENT OF STRUCTURAL DEMOLITION. REFER TO
OTHER DISCIPLINE DRAWINGS FOR DEMOLITION OF ARCHITECTURAL, MECHANICAL,ELECTRICAL, PLUMBING, CIVIL AND OTHER DEMOLITION REQUIREMENTS.
4. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO AREFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
B C
EASR TOS90' - 5"
TOP OF C10X2594' - 1"
EXISTING CONCRETE SLABON STEEL DECK
EXISTING COLUMN /BEAM CENTERLINE
EXISTING STEELBEAM
LIMITS OF SLAB AND STEEL DECK REMOVAL
6' - 1" +/-BEAM CENTERLINE BEAM CENTERLINE
EXISTING STEELBEAM
EXISTING COLUMN /BEAM CENTERLINE
TYPD8
TYPD7
D13
D10
D9
EXISTINGSTEEL BEAMS
EXISTINGSTEEL BEAM
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
SD104
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
DEMO
LITIO
N FR
AMIN
G PL
AN -
EASR
TOW
ER T
OP LE
VEL
SHH
1112760184
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"B1 DETAIL
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
1' 2'0'1" =1'-0"
6"
KEY PLAN
GRAPHIC SCALE
DEMOLITION GENERAL NOTES
PLANNORTH
1" = 1'-0"A1 SECTION
DEMOLITION KEY NOTESD1 REMOVE EXISTING (3) 2X12 FRAMING.D2 REMOVE EXISTING WOOD DECK BOARDS, FRAMING, RAILING AND
FOUNDATIONS.D3 REMOVE DAMAGED OR DETERIORATED EXISTING WOOD DECK BOARDS AND
RAILING. LEAVE DECK SUBFRAMING IN PLACE TO RECEIVE NEW WOOD DECKBOARDS AND RAILING. BASE BID ON 15-PERCENT REMOVAL.
D4 REMOVE EXISTING WOOD STEPS, RAILING AND FOUNDATIONS.D5 REMOVE EXISTING WOOD DECK RAMP AND ADJACENT DECK, RAILING AND
FRAMING.D6 REMOVE ENTIRE LENGTH OF EXISTING (2) 2X10 WOOD DECK EDGE BEAMS TO
ALLOW REPLACEMENT WITH NEW 2X10 BEAMS. NOTE THAT EXISTING BEAMSHAVE BEEN CUT. SALVAGE AND REUSE THE EXISTING 2X10 JOISTS THAT ARESUPPORTED BY THE BEAMS.
D7 REMOVE C10x25 STEEL CHANNELS.D8 REMOVE (8) HSS5.500x0.375 STEEL STUB COLUMNS.D9 REMOVE CONTINUOUS L6X4X7/16 (LLH).D10 REMOVE (4) C8X11.5.D11 REMOVE (8) L4x4x3/8.D12 REMOVE STEEL GRATING.D13 REMOVE PORTION OF CONCRETE SLAB AND STEEL DECK. REFER TO S-103 FOR
LIMITS OF REMOVAL.D14 REMOVE TIE DOWN ANCHORS AND PATCH HOLES WITH NONSHRINK GROUT.D15 REMOVE PORTION OF DAVIT ABOVE RAILING. APPLY ZINC-RICH PRIMER TO END
OF CUT AND REMAINING PORTION OF DAVIT.D16 PREPARE SURFACE FOR APPLICATION OF ZINC-RICH PRIMER. REFER TO
FRAMING PLANS FOR DETAILS.D17 ANTENNA, ELECTRICAL PANEL AND OTHER EQUIPMENT ON SEWIP TOP LEVEL
TO BE REMOVED BY THE GOVERNMENT.
DY
D7
D8
D11
D1
D2
D2
GROUND LEVEL DECK EASR TOWER TOP LEVEL
D12D13
EASR TOWER DAVIT
D15
D14
D2
D4
SEWIP TOWER TOP LEVEL
CORRODED DECK AT UNDERSIDE OF EASR TOP LEVEL
TYPD16
D6
D2
D17
CORRODED DECK AT UNDERSIDE OF SEWIP TOP LEVEL
TYPD16
EASR TOWER TOP LEVEL UNDERSIDE
D9
D12
D10
D13
D3
NORTH
D5
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND.2. REFER TO SD101 FOR DEMOLITION FOUNDATION AND DECK LEVEL PLAN.3. REFER TO SD104 FOR DEMOLITION FRAMING PLAN - EASR TOP LEVEL.4. DEMOLITION PHOTOS SHOW EXTENT OF STRUCTURAL DEMOLITION. REFER TO
OTHER DISCIPLINE DRAWINGS FOR DEMOLITION OF ARCHITECTURAL, MECHANICAL,ELECTRICAL, PLUMBING, CIVIL AND OTHER DEMOLITION REQUIREMENTS.
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
SD901
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
DEMO
LITIO
N ST
RUCT
URAL
PHO
TOS
SHH
1212760185
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
DEMOLITION PHOTO GENERAL NOTES
DEMOLITION KEY NOTESD1 REMOVE EXISTING (3) 2X12 FRAMING.D2 REMOVE EXISTING WOOD DECK BOARDS, FRAMING, RAILING AND
FOUNDATIONS.D3 REMOVE DAMAGED OR DETERIORATED EXISTING WOOD DECK BOARDS AND
RAILING. LEAVE DECK SUBFRAMING IN PLACE TO RECEIVE NEW WOOD DECKBOARDS AND RAILING. BASE BID ON 15-PERCENT REMOVAL.
D4 REMOVE EXISTING WOOD STEPS, RAILING AND FOUNDATIONS.D5 REMOVE EXISTING WOOD DECK RAMP AND ADJACENT DECK, RAILING AND
FRAMING.D6 REMOVE ENTIRE LENGTH OF EXISTING (2) 2X10 WOOD DECK EDGE BEAMS TO
ALLOW REPLACEMENT WITH NEW 2X10 BEAMS. NOTE THAT EXISTING BEAMSHAVE BEEN CUT. SALVAGE AND REUSE THE EXISTING 2X10 JOISTS THAT ARESUPPORTED BY THE BEAMS.
D7 REMOVE C10x25 STEEL CHANNELS.D8 REMOVE (8) HSS5.500x0.375 STEEL STUB COLUMNS.D9 REMOVE CONTINUOUS L6X4X7/16 (LLH).D10 REMOVE (4) C8X11.5.D11 REMOVE (8) L4x4x3/8.D12 REMOVE STEEL GRATING.D13 REMOVE PORTION OF CONCRETE SLAB AND STEEL DECK. REFER TO S-103 FOR
LIMITS OF REMOVAL.D14 REMOVE TIE DOWN ANCHORS AND PATCH HOLES WITH NONSHRINK GROUT.D15 REMOVE PORTION OF DAVIT ABOVE RAILING. APPLY ZINC-RICH PRIMER TO END
OF CUT AND REMAINING PORTION OF DAVIT.D16 PREPARE SURFACE FOR APPLICATION OF ZINC-RICH PRIMER. REFER TO
FRAMING PLANS FOR DETAILS.D17 ANTENNA, ELECTRICAL PANEL AND OTHER EQUIPMENT ON SEWIP TOP LEVEL
TO BE REMOVED BY THE GOVERNMENT.
DY
HY
W
GUARDSHACK
(DATR)
APPROXLIMITS OF18'X9' SSHOLDING TANK
POWER MHCOMM MH
COMM MH
COMM BOX
COMM VAULT
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND AND S-501 FORMISCELLANEOUS FOUNDATION DETAILS.
2. REFER TO SD101 AND SD901 FOR DEMOLITION OF EXISTING STRUCTURAL SITEELEMENTS.
3. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO AREFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
1 2 3 4
5
5
AA
B
C
D
E
F
G
H
14' - 0" +/- 12' - 0" +/- 14' - 0" +/- 3' - 0" +/-
14' -
0" +
/-12
' - 0"
+/-
14' -
0" +
/-3'
- 0" +
/-14
' - 0"
+/-
12' -
0" +
/-14
' - 0"
+/-
EASR POWER SYSTEM
OFFICE 1
RESTROOMS / LUNCH ROOM
EXISTING SEWIP DAC 1
EXISTING EASR DAC 2
SEWIP STORAGE
SEWIP EQUIPMENT
EASR PROCESSOR
EASR OPERATIONS
12' -
1 7/8"
+/-
12' -
6" +
/-23
' - 6 1
/8" +
/-
1' - 9
" +/-
11' -
9 3/4"
+/-
19' -
8 1/4"
+/-
N1
N1
N3
N4
N5
N6
TYPN7
N5
N5EXISTING
MECHANICALBUILDING
13' - 5 3/4" +/- 55' - 0" +/- 36' - 6" +/-N2
N8
N9
EASRTOWER
N8
N5
N4
N10
0.00
-1.00-1.00-1.00
0.00
-1.00
-2.00
-1.00
1.69
1.69 +/- SLOPE
N11
1.62 +/-
N13
S-401C1
S-401A1
S-401C4
S-401A3
TYPN12
TYPN12
TYPN12
TYPN12
N15
SEWIP TEST
CONTROL TRAILER
N11
N16 N16
T-3 T-2 T-4 UNDERGROUND ELECTRICAL
CHAINLINK FENCE
N18
7' - 3
" +/-
-5.17
-5.17 +/--5.17 +/-
-3.50 +/-
-1.50 +/-
-5.17 +/-
-1.50 +/-
EASR COOLING SYSTEM
N19
N4
3' - 5
1/2"
+/-
24' - 6" +/-
EQ EQ EQ
N4
SEWIPTOWER
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-101
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
FOUN
DATI
ON A
ND D
ECK
LEVE
L PLA
N - I
SO S
HELT
ERS
AND
TRAI
LER
SHH
1312760186
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
FOUNDATION KEY NOTESN1 APPROXIMATE DIMENSIONS TO NORTH FACE OF ISO SHELTERS. FIELD VERIFY
AND ADJUST DIMENSIONS BASED ON ACTUAL LOCATION OF EXISTING TIMBERPILES AND SUPPORT FRAMING.
N2 APPROXIMATE DIMENSIONS TO WEST FACE OF ISO SHELTERS. FIELD VERIFYAND ADJUST DIMENSIONS BASED ON ACTUAL LOCATION OF EXISTING TIMBERPILES AND SUPPORT FRAMING.
N3 EXISTING WOOD DECK BOARDS OVER EXISTING WOOD DECK SUBFRAMING.REFER TO AD101, A-101, A-102 AND 1-103.
N4 WOOD DECK. REFER TO A-101, A-102, A-103, A-501, AND A-502 FOR FRAMING,RAILING, FOUNDATION AND OTHER DETAILS.
N5 EXISTING (3) 2X12 BEAMS.N6 (3) 2X12 BEAMS. REFER TO A-501 FOR ROUGH CARPENTRY NOTES.N7 EXISTING TIMBER PILES. REFER TO CE102 FOR AS-DRIVEN PILE DIAMETERS AND
LOCATIONS. EXCAVATE EARTH AROUND PILES AND CUT PILES AT STRUCTURALSTEEL FRAMING TO ALLOW FOR STEEL FRAMING CONNECTIONS. REFER TODETAILS ON S-501. BACKFILL EXCAVATIONS RESULTING FROM WORKPERFORMED AROUND PILES. COMPACT AND GRADE BACKFILL TO MATCHEXISTING GRADES. REFER TO CE102 FOR EXISTING GRADE ELEVATIONS.
N8 EXISTING FOUNDATIONS AT EASR AND SEWIP TOWERS.N9 EXISTING 6-INCH CONCRETE SLAB-ON-GRADE.N10 WOOD STEPS. REFER TO A-101, A-102, AND A-501.N11 ANCHOR EACH CORNER OF ISO SHELTERS TO EXISTING CONCRETE
SLAB-ON-GRADE AND PROVIDE INTERMEDIATE SUPPORTS EQUALLY SPACEDALONG EDGES AS SHOWN. REFER TO DETAILS ON S-501.
N12 ANCHOR EACH CORNER OF ISO SHELTERS TO FRAMING. SUPPORT ATINTERMEDIATE POINTS INDICATED ALONG EACH EDGE OF ISO SHELTERS. REFERTO DETAILS ON S-501.
N13 EXISTING REINFORCED 8-INCH CMU FOUNDATION WALL SUPPORTED ON 2'-0"WIDE X 1'-0" DEEP WALL FOOTING AROUND PERIMETER OF SLAB-ON-GRADE.
N14 END OF BEAM, BEAM CENTERLINE AND CORNER ANCHOR POINT CENTERLINELOCATIONS. FIELD VERIFY LOCATIONS OF BEAM WEB STIFFENER PLATES TOCOINCIDE WITH EXISTING PILE CENTERLINES.
N15 CONCRETE EQUIPMENT PAD FOR CHILLER UNIT. REFER TO M-101 AND M-501FOR LOCATION AND DETAILS
N16 EXISTING 6-INCH CONCRETE EQUIPMENT PAD.N17 BEAM CENTERLINE DIMENSIONS. AT STEEL BEAMS, FIELD VERIFY DIMENSIONS
TO MINIMIZE BEAM ECCENTRICITIES ON EXISTING TIMBER PILES.N18 TRANSFORMER FOUNDATION, SUPPORT FRAME AND SLAB. COORDINATE
LOCATION WITH ELECTRICAL AND CIVIL. COORDINATE FRAME DIMENSIONS WITHTRANSFORMER MANUFACTURER. REFER TO DETAIL ON S-501.
N19 REFER TO CS101 AND C-500 FOR TRAILER LOCATION AND TIE-DOWN DETAILS.
1/8" = 1'-0"A1 FOUNDATION AND DECK LEVEL PLAN - ISO SHELTERS AND TRAILER
ISO SHELTER DIMENSIONS AND WEIGHTS
ISO SHELTER NAME
DIMENSIONS TOTALWEIGHT
(LBS)WIDTH LENGTH HEIGHTEASR COOLING SYSTEM 11' - 6" 20' - 0" 9' - 6" 30000
EASR OPERATIONS 11' - 6" 53' - 0" 9' - 6" 50000EASR POWER SYSTEM 11' - 6" 20' - 0" 9' - 6" 35000
EASR PROCESSOR 11' - 6" 53' - 0" 9' - 6" 68000EXISTING EASR DAC 2 12' - 0" 40' - 0" 9' - 6" 35000EXISTING SEWIP DAC 1 12' - 0" 40' - 0" 9' - 6" 35000
OFFICE 1 8' - 0" 40' - 0" 9' - 0" 15000RESTROOMS / LUNCH ROOM 8' - 0" 40' - 0" 9' - 0" 15000
SEWIP EQUIPMENT 8' - 0" 30' - 0" 8' - 6" 32500SEWIP STORAGE 8' - 0" 20' - 0" 8' - 0" 15000
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
4' 8' 16'0'1/8" =1'-0"
KEY PLAN
GRAPHIC SCALE
FOUNDATION GENERAL NOTES
PLANNORTH
NY
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND.2. REFER TO FOUNDATION AND DECK LEVEL PLAN ON S-101 FOR DIMENSIONS NOT
SHOWN.3. REFER TO SD104 AND SD901 FOR DEMOLITION OF EXISTING STRUCTURAL
ELEMENTS AT THE EASR TOWER.4. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A
REFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
5. STAIR AND SHIELD STRUCTURES ARE NOT SHOWN IN FRAMING PLANS.6. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES WHERE FRAMING
DIMENSIONS ARE NOT SHOWN.
1
1
2
2
3
3
4
4
5
5
6
6
7
7
8
8
AA
BB
CC
DD
EE
FF
GG
HH
14' - 0" +/- 12' - 0" +/- 14' - 0" +/- 3' - 0" +/- 14' - 0" +/- 12' - 0" +/- 14' - 0" +/-
14' -
0" +
/-12
' - 0"
+/-
14' -
0" +
/-3'
- 0" +
/-14
' - 0"
+/-
12' -
0" +
/-14
' - 0"
+/-
W14
X22
W14
X22
W14
X22
W14X22 W14X22 W14X22
W14
X22
W14
X22
W14
X22
W14X22 W14X22 W14X22
W14
X22
W14
X22
W14
X22
W14
X22
W14
X22
W14X22 W14X22 W14X22
W14X22 W14X22 W14X22
W14
X22
W12X26 W12X26 W12X26
W12
X26
W12
X26
W12
X26
W12X26 W12X26 W12X26
W12
X26
W12
X26
W12
X26
W12
X26
W12
X26
W12
X26
W12
X26
W12
X26
W12
X26
W12X26 W12X26 W12X26
W12X26 W12X26 W12X26
W12X26 W12X26
W12X26 W12X26
W12X26
W12X26
W12X26
W12X26
W14X22
W14X22
W14X22
W14X22 W14X22W14X22
W14X22 W14X22
NOTE:PLAN IS SHOWN AT EASR TOWER LEVEL 2 - ELEVATION 21'-9 1/4".PLAN ALSO OCCURS AT THE FOLLOWING LEVELS. ELEVATIONSARE TO MID-DEPTH OF FRAMING.
EASR TOWER SEWIP TOWERLEVEL 3 - ELEVATION 44'-4 1/2" LEVEL 2 - ELEVATION 20'-6"LEVEL 4 - ELEVATION 66'-11 3/4"
S-102B3
S-102B3 SIM
TYP
EXISTING STAIRFRAMING NOT SHOWN
TYP
2
B
GRID
GRID
COLUMN / BEAMCENTERLINE
EXISTING COLUMN
EXISTING BEAMS ANDSINGLE SHEAR PLATECONNECTIONS
COLUMN / BEAMCENTERLINE
NOTE:DETAIL SHOWN AT INTERIOR COLUMN.DETAIL SIMILAR AT EXTERIOR COLUMNS.
ADDED BEAM
SHEAR PL3/8X9 WITH(3) 3/4"Ø A325-X BOLTSEACH END OF BEAM
ADDED FITTED STIFFENER PL3/8MID-DEPTH OF ADDED BEAM -WELD NEAR SIDE TO EXISTINGCOLUMN WEB AND FLANGEWITH 3/16" FILLET WELD
WORK POINT ATINTERSECTION OF BEAMAND COLUMN CENTERLINE
BEAMCENTERLINE
1/4PJP FAR
SIDE
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-102
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
FRAM
ING
PLAN
- EA
SR A
ND S
EWIP
TOW
ERS
INTE
RMED
IATE
LEVE
LS
SHH
1412760187
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1' 2'0'1" =1'-0"
6"
4' 8' 16'0'1/8" =1'-0"
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
KEY PLAN
GRAPHIC SCALE
FRAMING GENERAL NOTES
1/8" = 1'-0"B1 FRAMING PLAN - EASR AND SEWIP TOWERS INTERMEDIATE LEVELS 1" = 1'-0"B3 PLAN DETAIL
PLANNORTH
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND.2. REFER TO FOUNDATION AND DECK LEVEL PLAN ON S-101 FOR DIMENSIONS NOT
SHOWN.3. REFER TO SD104 AND SD901 FOR DEMOLITION OF EXISTING STRUCTURAL
ELEMENTS AT THE EASR TOWER.4. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A
REFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
5. STAIR AND SHIELD STRUCTURES ARE NOT SHOWN IN FRAMING PLANS.6. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES WHERE FRAMING
DIMENSIONS ARE NOT SHOWN.
1
1
2
2
3
3
4
4
5
5
AA
BB
CC
DD
EE
W14X22 W14X22 W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W16X36
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22 W14X22
W14X22
W14X22
W14X22 W14X22
W14X22
W14
X22
W14
X22
W14
X22
W14
X22
W16
X36
W14
X22
W14
X22
W16
X36
W14
X22
W14
X22
W14
X22
W14
X22
W16
X36
W16
X36
W16X36
W16X36
W14X22
E2
S-103B3
2' - 11 1/2" +/- 6' - 1" +/- 2' - 11 1/2" +/-
2' - 1
1 1/2"
+/-
6' - 1
" +/-
2' - 1
1 1/2"
+/-
W16X36
E3
TYPE1
14' - 0" +/- 12' - 0" +/- 14' - 0" +/-
TYPE4
14' -
0" +
/-12
' - 0"
+/-
14' -
0" +
/-
SD104B1
E7 E7 E7
A1S-103
NOTES:1. REFER TO 1/4" = 1'-0" PLAN ON THIS SHEET FOR
EXISTING FRAMING SIZES NOT SHOWN.2. EXISTING SLAB AND STEEL DECK ARE NOT
SHOWN IN PLAN.
E3
A1SD104
HSS6X4X3/8
E2
W16
X36
W16
X36
E5
E6
BARBETTE BOLT CENTERLINE
R 2' - 9 1/4"
EXISTINGBEAMCENTERLINE EXISTING
BEAMCENTERLINE
TYPE8
HSS6X4X3/8
HSS6
X4X3
/8
TYP
10"
W16X36
W16X36
HSSCENTERLINE
5"HS
SCE
NTER
LINE
W16
CEN
TERL
INE
E9
E9
B C
EASR TOS90' - 5"
EXISTINGCONCRETE SLABON STEEL DECK
EXISTING COLUMN /BEAM CENTERLINE
EXISTINGSTEEL BEAM
EASR ANTENNASYSTEM BARBETTE
LIMITS OF SLAB AND STEEL DECK REMOVAL
6' - 1" +/-BEAM CENTERLINE BEAM CENTERLINE
EXISTINGSTEEL BEAM
EXISTING COLUMN /BEAM CENTERLINE
ELECTROMAGNETICINTERFERENCE (EMI)CLOSURE PLATE
HSS FRAMING
HSS FRAMING
55 EACH
END TYP
1" +
/- NO
TE 'A
'
NOTE 'A'SHIM/FILLER PL1+/-x7 SQUARE EACH END OF EACHHSS TO LEVEL SUPPORT ASSEMBLY TO BARBETTEFLATNESS AND LEVELNESS REQUIREMENTS.
REFER TO PLAN
BARBETTE BOLT CENTERLINE
1/4 6
S-103A3
ALONG ALLHSS'S
EXISTING STEELBEAM BEYOND
EXISTINGSTEEL BEAM
EXISTINGSTEEL BEAM
EMI CLOSURE PLATEWITH STANDARD HOLESFOR BARBETTE BOLTS
BARBETTE FLANGE
EASR BARBETTEFLANGE BOLTCENTERLINE
EXISTING STEEL BEAM
EASR BARBETTE
SHIM/FILLER PLATE1"
+/-
3 1/2"
CONCRETEINFILL BEYOND
1/2"Ø X 4" LONG HEADEDSTUDS BEYOND AT 8" ONCENTER ALONG CURVED HSS
5.68%
SLOPE
(40) 1 1/4"Ø A325 BOLTSWITH HARDENED WASHERSUNDER BOLT HEAD AND NUT
PREVENT CONCRETEFROM FILLING ORPLUGGING END OF HSSCURVED HSS
FRAMING BEYOND
OUTLINE OF STIFFENERPLATE BEYOND - REFERTO B1/S-405
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-103
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
FRAM
ING
PLAN
- EA
SR T
OWER
TOP
LEVE
L
SHH
1512760188
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
EASR TOWER FRAMING KEY NOTESE1 EXISTING 4-INCH TOTAL DEPTH CONCRETE SLAB OVER 1.50-INCH DEEP X 20
GAUGE COMPOSITE STEEL DECK.E2 EASR ANTENNA SYSTEM BARBETTE WALL AND FLANGE. PROVIDE BOLTS AND
WASHERS AS INDICATED. BOLT INSTALLATION TO BE BY OTHERS.E3 LIMITS OF EXISTING SLAB REMOVAL.E4 AT EASR TOWER FOR 6-INCH WIDTH ALONG EACH EDGE OF EACH STEEL BEAM
TOP FLANGE SUPPORTING STEEL DECK, PREPARE UNDERSIDE OF DECK USINGSSPC-SP6 SURFACE PREPARATION. APPLY ZINC-RICH PAINT TO PREPAREDSURFACE FOR A TOTAL THICKNESS OF 4 MILS. REFER TO SD901 FOR PHOTO OFREPRESENTATIVE CONDITION.
E5 ELECTROMAGNETIC INTERFERENCE (EMI) CLOSURE PL1 X 6'-0" DIAMETER WITH(40) STANDARD HOLES FOR BARBETTE FLANGE BOLTS. REFER TO SECTION A1ON S-103 AND ENLARGED DETAIL B1 ON S-405 FOR DETAILS.
E6 4-INCH MINIMUM DEPTH CONCRETE INFILL. INCREASE SLAB DEPTH BY 1/2-INCHALONG CURVED HSS TO SLOPE SLAB SURFACE AWAY FROM STEEL. APPLYEPOXY BONDING AGENT TO EDGE OF EXISTING SLAB PRIOR TO PLACINGCONCRETE INFILL. PREPARE JOINTS ALONG EDGES OF EXISTING CONCRETE TORECEIVE SEALANT.
E7 L3X3X1/4 BOTTOM FLANGE BRACE FROM EXISTING W14X22 BEAM BOTTOMFLANGE MID-SPAN AT PERIMETER TO EXISTING W14X22 BEAM TOP FLANGEMID-SPAN AT INTERIOR. WELD EACH END WITH 3/16" FILLET WELDS ALL AROUND.
E8 CURVED HSS6X4X3/8 IN EACH QUADRANT (2'-5 1/4" RADIUS TO HSS CENTERLINE).WELD INTERSECTING HSS FRAMING WITH 3/16" FILLET AND FLARE GROOVEWELDS ALL AROUND.
E9 HSS4X2X1/4 (LSV) EXISTING DECK SUPPORT FRAMING. COPE EACH END TO FITEXISTING W16 BEAM AND WELD ALL AROUND WITH 3/16" FILLET WELDS.
1/4" = 1'-0"B1 FRAMING PLAN - EASR TOWER TOP LEVEL 1" = 1'-0"B3 DETAIL
1" = 1'-0"A1 EASR BARBETTE BASE SUPPORT SECTION 0' 6"3" =1'-0"
3" 9"
1' 2'0'1" =1'-0"
6"
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
KEY PLAN
GRAPHIC SCALE
FRAMING GENERAL NOTES
PLANNORTH
PLANNORTH
3" = 1'-0"A3 DETAIL
2' 4' 8'0'1/4" =1'-0"
EY
5
5
6
6
7
7
8
8
EE
FF
GG
HH
S2
W12X26
W12X26
W12X26
W12X26
W12X26
W12X26
W12X26
W12
X26
W16
X36
W12
X26
W12
X26
W12
X26W12X26
W12X26
W12X26
W12X26
W12X26 W12X26
W12X26 W12X26 W12X26
W27X84
W27X84
W12X26
W12X26 W12X26 W12X26
W12
X26
W12
X26
W12
X26
W12X26
W12X26
W12X26
W12X26
W12
X26
W12
X26
W12
X26
HSS8
X6X1
/4
HSS8
X6X1
/4
HSS8
X6X1
/4
HSS8
X6X1
/4
HSS8
X6X1
/4
HSS8
X6X1
/4
3' - 8 7/8" 5' - 2 7/8" 3' - 0 1/4" 3' - 7 3/4"
1' - 8"
4' - 5 1/8"
9 3/4"
3' - 5 3/8"S5
3' - 5
3/8"
9 3/4"
4' - 5
1/8" 1'
- 8"
3' - 7
3/4"
3' - 0
1/4"
5' - 2
7/8"
3' - 8
7/8"
S6
14' - 0" +/- 12' - 0" +/- 14' - 0" +/-
14' -
0" +
/-12
' - 0"
+/-
14' -
0" +
/-
TYPS1
S3
W12X26
2' - 3 3/4" +/- 7' - 4 1/2" +/- 2' - 3 3/4" +/-
2' - 3
3/4"
+/-
7' - 4
1/2"
+/-
2' - 3
3/4"
+/-
W27
X84
W27X84
W27
X84
W27X84S9S-104
A2
A1S-404
S7
S-104A1
W16
X36
5' - 0"
TYPS8
S10
S4
S4
S3
S3
S35'
- 0"
5' - 0"
SEWIP TOS42' - 8"
SEWIP BASEENCLOSURE
NOTE:DETAIL OCCURS AT (4)SUPPORT LOCATIONSSHOWN ON PLAN.
NOTE 5
HSS STUB COLUMN
HSS BEAM
EXISTINGBEAM BEYOND
EXISTING CONCRETESLAB ON METAL DECK
CORNERCASTING
END PL1/2X10X1'-0"BEYOND WITH (4)3/4"Ø A325 BOLTS(NOTES 1 AND 2)
NOTES:1. PROVIDE SHIM PL3/4+/- BETWEEN END PL AND EXISTING BEAM WEB. ACTUAL PLATE THICKNESS IS BASED ON
FIELD DETERMINED DIMENSIONS.2. WELD CAP, BASE AND END PLATES TO HSS MEMBERS WITH 3/16" FILLET WELDS ALL AROUND. PROVIDE HOLES
IN CAP PLATE TO MATCH TANDEMLOK CONNECTOR.3. CUT OUT EXISTING CONCRETE SLAB AND METAL DECK TO ALLOW HSS STUB COLUMN TO PASS THRU. PATCH
WITH LOW SLUMP CONCRETE.4. WELD MATCHING PLATE TO HSS BEAM WITH 3/16" FILLET AND FLARE GROOVE WELDS ALL AROUND.5. TANDEMLOC K08A00D-1GA VERTICAL CLAMP CONNECTOR AS MANUFACTURED BY TANDEMLOC, INC.
CONNECTORS WILL BE PROVIDED BY AND WELDED TO THE CAP PLATE BY THE GOVERNMENT.6. SHOP WELD HSS2X2 TO HSS BEAM WITH 2" LONG FLARE GROOVE WELDS EACH SIDE CENTERED ON LENGTH
OF HSS2X2. PROVIDE SHIM PLATES TACK WELD TO HSS TO FILL GAP BETWEEN HSS AND METAL DECK.
CAP PL1X10 SQUARE (NOTE 2)
NOTE 3
SECTION PERPENDICULAR TO HSS BEAM
8"
REFER TO PARALLEL SECTION FOR NOTES NOT SHOWN
SEWIP TOS42' - 8"
SEWIP BASEENCLOSURE
NOTE 5
HSS STUB COLUMN
HSS BEAM
EXISTING CONCRETESLAB ON METAL DECK
CORNERCASTING
CAP PL1X10 SQUARE (NOTE 2)
NOTE 3
SECTION PARALLEL TO HSS BEAM
2 1/8"
+/-
HSS2X2X1/4 X 1'-2"LONG SLABSUPPORT EACHSIDE (NOTE 6)
BASE PL3/4X1'-0" SQUARE WITHMATCHING PL ON HSS WITH (4)3/4" A325 BOLTS (NOTES 2 AND 4)
EXISTING BEAM
REFER TO PERPENDICULAR SECTION FOR NOTES NOT SHOWN
1 1/2"
TYP
1 1/2" TYP NOTE 1
8"
9 3/4" +/-COORDINATE BEAM CENTERLINELOCATIONS WITH SEWIP ANTENNASYSTEM SUPPORT LOCATIONS
EXISTING BEAM -TOP FLANGENOT SHOWN
HSS BEAM
HSS BEAM
END PL1/2X10X1'-1"WITH (4) 3/4"Ø A325BOLTS
1 1/2" TYP
NOTE:REFER TO DETAIL B3 THISSHEET FOR NOTES NOT SHOWN.
SHARED BOLTS AT ENDPLATE CONNECTIONS
NOTE:FIELD DRILL STANDARD HOLES IN EXISTINGBEAM WEBS AT END PLATE CONNECTIONS
7
G
A1S-404
W8X28
8"
7' - 0 7
/8" +/-
8"
W8X28
W8X28
S7 S2
LANDING5' - 0"
1"
1' - 8"
5' - 0"
S11S12 SEWIP TOS
42' - 8"
10" +
/-
TOP OF CAP PL -COORDINATE WITHSPONSON SUPPORTCOLUMN BASEPLATE
EXISTING CONCRETESLAB ON METAL DECK
HSS BEAM
HSS STUB COLUMN
CAP PL1X11 SQUARE -MATCH SPONSONSUPPORT BOLT PATTERN
SPONSON SUPPORTCOLUMN, BASEPLATEAND BOLTS BY SEWIPMANUFACTURER
NOTE:REFER TO DETAIL B3/S-104FOR NOTES NOT SHOWN.
SPONSON SUPPORT / HSSSTUB COLUMN CENTERLINE
1. REFER TO S-001 FOR GENERAL NOTES AND PLAN LEGEND.2. REFER TO FOUNDATION AND DECK LEVEL PLAN ON S-101 FOR DIMENSIONS NOT
SHOWN.3. REFER TO SD901 FOR ELEMENTS AT THE SEWIP TOWER THAT WILL BE REMOVED
BY THE GOVERNMENT.4. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A
REFERENCE ELEVATION OF 0'-0" THAT CORRESPONDS TO AN ELEVATION OF 8'-6"ABOVE SEA LEVEL BASED ON THE VIRGINIA NORTH AMERICAN VERTICAL DATUM,1988 (NAVD88).
5. STAIR AND SHIELD STRUCTURES ARE NOT SHOWN IN FRAMING PLANS.6. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES WHERE FRAMING
DIMENSIONS ARE NOT SHOWN.
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-104
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
FRAM
ING
PLAN
- SE
WIP
TOW
ER T
OP LE
VEL
SHH
1612760189
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1/4" = 1'-0"B1 FRAMING PLAN - SEWIP TOWER TOP LEVEL
1' 2'0'1" =1'-0"
6"
2' 4' 8'0'1/4" =1'-0"
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
1" = 1'-0"B3 SEWIP BASE ENCLOSURE SUPPORT DETAIL
KEY PLAN
GRAPHIC SCALE
FRAMING GENERAL NOTES
PLANNORTH
1" = 1'-0"A2 DETAIL 1/4" = 1'-0"A1 PLAN DETAIL - SEWIP STAIR LANDING
SEWIP TOWER FRAMING KEY NOTESS1 EXISTING 4-INCH TOTAL DEPTH CONCRETE SLAB OVER 1.50-INCH DEEP X 20
GAUGE COMPOSITE STEEL DECK.S2 OUTLINE OF SEWIP ANTENNA SYSTEM.S3 HSS6X6X1/4 STUB COLUMN AT SEWIP ANTENNA SYSTEM BASE ENCLOSURE
CORNER SUPPORT LOCATIONS ((4) TOTAL). REFER TO DETAIL B3/S-104.S4 HSS6X6X1/4 STUB COLUMN AT SEWIP ANTENNA SYSTEM SPONSON SUPPORT
LOCATIONS ((2) TOTAL). REFER TO DETAIL A3/S-104.S5 APPROXIMATE DIMENSIONS TO LOCATIONS OF SEWIP ANTENNA SYSTEM
SUPPORT LOCATIONS AND BEAM CENTERLINES. COORDINATE EXACTLOCATIONS WITH SEWIP ANTENNA SYSTEM.
S6 APPROXIMATE DIMENSIONS TO LOCATIONS OF SEWIP ANTENNA SYSTEMSUPPORT LOCATIONS. COORDINATE EXACT LOCATIONS WITH SEWIP ANTENNASYSTEM.
S7 STEEL STAIR CONSTRUCTION.S8 AT SEWIP TOWER, PREPARE ENTIRE UNDERSIDE OF DECK USING SSPC-SP6
SURFACE PREPARATION. APPLY ZINC-RICH PAINT TO PREPARED SURFACE FOR ATOTAL THICKNESS OF 4 MILS. REFER TO SD901 FOR PHOTO OF REPRESENTATIVECONDITION.
S9 STEEL PL1/2 COVERING OPENING AND PROVIDING LANDING FOR SEWIPENCLOSURE ENTRANCE. PLATE DIAMETER IS 1/2" LESS THAN DIAMETER OFSTEEL INTERFACE RING (8'-7 1/2"+/- DIAMETER FIELD VERIFY). ATTACH PLATE TOSTEEL INTERFACE RING USING (12) A325 BOLTS PLACED IN EXISTING BOLTHOLES (1 1/16"+/- DIAMETER FIELD VERIFY). USE BOLTS WITH DIAMETER 1/16"LESS THAN HOLE DIAMETER.
S10 HSS8X6X1/4 (LSV) WITH CENTERLINE ALIGNED WITH STRINGER CENTERLINE.CONNECT TO EXISTING FRAMING WITH END PLATE CONNECTIONS SIMILAR TOCONNECTIONS FOR HSS8X6 MEMBERS SUPPORTING SEWIP ANTENNA EXCEPTDO NOT USE SHIM PLATE BETWEEN HSS END PLATE AND EXISTING BEAM WEB.
S11 STAIR LOCATION AND WIDTH DIMENSIONS.S12 STAIR SUPPORT COLUMN CENTERLINE AND BEAM END DIMENSIONS.
1" = 1'-0"A3 SEWIP SPONSON SUPPORT DETAIL
SY
EASR PROCESSOR
EASR OPERATIONS
9' - 10 3/8" +/- 10' - 1 1/4" +/- 9' - 11 5/8" +/- 8' - 11 3/8" +/- 7' - 2 1/8" +/- 7' - 1 1/2" +/-
6"10
' - 11
"
10 3/
4" +
/-
10' -
11"
6"
W8X24
W8X
24
W8X
24
W8X
24
W8X
24
W8X
24
W8X
24
W8X
24
C1S-402
EXISTINGTIMBER PILE(TYP)
W8X24
W8X24
W8X24
TYPN12
N3
N3
N3
9' - 0 1/8" +/-
A1S-402
N17
TPC-
1TP
C-1
TPC-
1
TPC-
1TP
C-1
TPC-
1TP
C-1
TPC-
1
N14
N14
N174"
W8X24 W8X24 W8X24 W8X24 W8X24
W8X24 W8X24 W8X24 W8X24 W8X24
W8X24
W8X24
EXISTING SEWIP DAC 1
EXISTINGTIMBER PILE(TYP)
(3) 2
x12
(3) 2
x12
(3) 2
x12
(3) 2
x12
(3) 2
x12
(3) 2x12
12' -
0" +
/-3"
+/-
8' - 0
" +/-
5' - 3 3/4" 10' - 4" +/- 9' - 3 3/4" +/- 6' - 10 1/2" +/- 7' - 6 1/8" +/-
A1S-403
RESTROOMS / LUNCH ROOM
TYPN12
10' - 3 1/2" +/- 9' - 8 1/2" +/- 9' - 8 1/2" +/- 10' - 3 1/2" +/-
(3) 2x12
N3
N4
4" 4"
N17 N17
W8X24
W8X24
W8X
24
W8X
24
EXISTINGTIMBER PILE(TYP)
C1S-403
W8X
24
W8X
24
4" 19' - 4" 11' - 6"
7' - 5
3/4"
+/-
10' -
7 3/4"
+/-
7' - 4
1/2"
+/-
N3
N3
N4
EASR COOLING SYSTEMN3
W8X
24W
8X24
W8X24N17
9' - 8" 9' - 8" 11' - 6"
EASR POWER SYSTEMW8X24
TYPN12
TYPN12
3 1/2"
N14
1' - 4"
1' - 4"
2' - 1
1/8"
/-
5' - 3
1/2"
+/-
5' - 7
1/2"
+/-
1' - 7
" +/-
3' - 5
1/4"
+/-
N14
N17
4"
5"
OFFICE 1
EXISTINGTIMBER PILE(TYP)
8' - 0" +/-
7" +
/-9'
- 5" +
/-9'
- 5" +
/-10
' - 10
" +/-
9' - 5
" +/-
4" +
/-
A4S-403
TYPN12
N3
1. REFER TO S-101 FOR FOUNDATION GENERAL AND KEY NOTES.
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-401
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
ENLA
RGED
FRA
MING
PLA
NS
SHH
1712760190
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1/4" = 1'-0"C1 ENLARGED FRAMING PLAN - EASR OPERATIONS AND PROCESSOR ISO SHELTER SUPPORT
1/4" = 1'-0"A1 ENLARGED FRAMING PLAN - RESTROOMS / LUNCH ROOM ISO SHELTER SUPPORT
1/4" = 1'-0"C4ENLARGED FRAMING PLAN -EASR COOLING AND POWER SYSTEM ISO SHELTER SUPPORT
1/4" = 1'-0"A3ENLARGED FRAMING PLAN -OFFICE 1 ISO SHELTER SUPPORT
2' 4' 8'0'1/4" =1'-0"
PLANNORTHSITE
EASRTOWER
SEWIPTOWER
KEY PLAN
GRAPHIC SCALE
FOUNDATION GENERAL NOTES
PLANNORTH
PLANNORTH
PLANNORTH
PLANNORTH
REF LEVEL 8.5' ASL0' - 0"
EASR OPERATIONS EASR PROCESSOR
PILE / STUB COLUMNCENTERLINE
TWISTLOCKCENTERLINE
VARIES
6"END OF BEAM
TWISTLOCK / BEAMCENTERLINE
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
ISO SHELTER TO BEAMCONNECTION - REFERTO DETAILS ON S-501
TWISTLOCKCENTERLINE
END OF BEAM6"
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
STIFFENER PL3/8 ATISO SHELTERSUPPORT LOCATION
CONTINUOUSSTEEL BEAM
WOOD DECK -REFER TOARCHITECTURAL
TOP OF ISO SHELTERFLOOR / WOOD DECKING
TOP OF STEELBEAM (NOTE 'A')
NOTE 'A':VERIFY DIMENSIONWITH ISO SHELTERMANUFACTURER.
STIFFENER PL3/8AT EACH STUBCOLUMN FLANGE
6" +
/-
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
BOLTED FRAMEDBEAM CONNECTIONS
PILE / STUB COLUMNCENTERLINE
PILE / STUB COLUMNCENTERLINE
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
NOTE: EXISTING AND FINISHEDGRADES ARE NOT SHOWN INSECTION. REFER TO CIVIL DRAWINGS.
REF LEVEL 8.5' ASL0' - 0"
EASR OPERATIONS EASR PROCESSORTWISTLOCK / BEAMCENTERLINE
VARIES
6"END OF BEAM
TWISTLOCK / BEAMCENTERLINE
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
ISO SHELTER TO BEAMCONNECTION - REFERTO DETAILS ON S-501
TWISTLOCK / BEAMCENTERLINE
END OF BEAM6"
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
BOLTED FRAMEDBEAM CONNECTION
BOLTED FRAMEDBEAM CONNECTIONS
CONTINUOUSSTEEL BEAM
WOOD DECK -REFER TOARCHITECTURAL
NOTE
'A'
6" +
/-
TOP OF ISO SHELTERFLOOR / WOOD DECKING
TOP OFSTEEL BEAM
NOTE 'A':VERIFY DIMENSIONWITH ISO SHELTERMANUFACTURER.
NOTE:PROVIDE STIFFENER PL3/8ON FAR SIDE OF BEAMWEB AT LOCATIONS OFBOLTED FRAMED BEAMCONNECTIONS.
BEAM/CONNECTIONCENTERLINE
ALL-BOLTED DOUBLE-ANGLE FRAMED BEAMCONNECTIONS WITH L4X4X3/8 AND (2) 3/4"ØA325 BOLTS IN EACH ANGLE LEG. PROVIDESTANDARD HOLES IN SUPPORTED MEMBERAND STANDARD OR HORIZONTAL SHORTSLOTTED HOLES IN SUPPORTING MEMBER.SHOP WELDING OF ANGLES TO SUPPORTEDMEMBER WITH 1/4" CONTINUOUS FILLETWELDS IS ACCEPTABLE IN LIEU OF BOLTING.
NOTE: EXISTING AND FINISHEDGRADES ARE NOT SHOWN INSECTION. REFER TO CIVIL DRAWINGS.
PILE / STUB COLUMNCENTERLINE
PILE / STUB COLUMNCENTERLINE
PILE / STUB COLUMNCENTERLINE
STIFFENER PL3/8 ATEACH STUBCOLUMN FLANGE
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
NOTE:AT LOCATIONS WHERE BEAM WEBSTIFFENER PLATES INTERFERE WITHBOLTED FRAMED BEAM CONNECTIONANGLES, USE SINGLE SHEAR PL3/8 IN PLACEOF CONNECTION ANGLE ON ONE SIDE OFCONNECTION TO CLEAR STIFFENER PLATES.
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-402
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
ENLA
RGED
SEC
TION
S
SHH
1812760191
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"C1 SECTION - EASR OPERATIONS AND PROCESSOR ISO SHELTER SUPPORT
1' 2'0'1" =1'-0"
6"
1" = 1'-0"A1 SECTION - EASR OPERATIONS AND PROCESSOR ISO SHELTER SUPPORT GRAPHIC SCALE
REF LEVEL 8.5' ASL0' - 0"
EASR COOLING SYSTEM EASR POWER SYSTEM
PILE CENTERLINE BEAM / STUBCENTERLINE
7/8" +/-
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
BOLTED FRAMED BEAMCONNECTION BEYONDSTIFFENER PLATES
WOOD DECK -REFER TOARCHITECTURAL
PILE CENTERLINE BEAM / STUBCENTERLINE
3/8" +/-
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
STEEL BEAMS
PILE CENTERLINE BEAM / STUBCENTERLINE
1/2" +/-
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
BOLTED FRAMED BEAMCONNECTION BEYONDSTIFFENER PLATES STIFFENER PL3/8
WOOD DECKBEYOND - REFERTO ARCHITECTURAL
ISO SHELTER TO BEAMCONNECTIONS - REFERTO DETAILS ON S-501
BEAM / STUBCENTERLINE PILE
CENTERLINE
5/8" +/-
EXISTINGTIMBER PILE
BEAM TO PILECONNECTION - REFERTO DETAILS ON S-501
ISO SHELTER TO BEAMCONNECTION - REFERTO DETAILS ON S-501
STEEL BEAM
ISO SHELTER TO BEAMCONNECTION - REFERTO DETAILS ON S-501
STIFFENER PL3/8
BEAM/CONNECTIONCENTERLINE
ALL-BOLTED DOUBLE-ANGLE FRAMEDBEAM CONNECTIONS WITH L4X4X3/8AND (2) 3/4"Ø A325 BOLTS IN EACHANGLE LEG. PROVIDE STANDARDHOLES IN SUPPORTED MEMBER ANDSTANDARD OR HORIZONTAL SHORTSLOTTED HOLES IN SUPPORTINGMEMBER. SHOP WELDING OF ANGLESTO SUPPORTED MEMBER WITH 1/4"CONTINUOUS FILLET WELDS ISACCEPTABLE IN LIEU OF BOLTING.
8 5/8"
+/-
TOP OF ISO SHELTERFLOOR / WOOD DECKING
TOP OF STEELBEAM (NOTE 'A')
NOTE 'A':VERIFY DIMENSIONWITH ISO SHELTERMANUFACTURER.
NOTE: EXISTING AND FINISHEDGRADES ARE NOT SHOWN INSECTION. REFER TO CIVIL DRAWINGS.
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STUB COLUMN ANDCAP PLATE - REFERTO DETAILS ON S-501
STIFFENER PL3/8 ATISO SHELTERSUPPORT LOCATIONS
NOTE:AT LOCATIONS WHERE BEAM WEBSTIFFENER PLATES INTERFERE WITHBOLTED FRAMED BEAM CONNECTIONANGLES, USE SINGLE SHEAR PL3/8 IN PLACEOF CONNECTION ANGLE ON ONE SIDE OFCONNECTION TO CLEAR STIFFENER PLATES.
REF LEVEL 8.5' ASL0' - 0"
RESTROOMS / LUNCH ROOMEXISTING SEWIP DAC 1
EXISTINGTIMBER PILE
EXISTING (3)2X12'S
EXISTING STEELSADDLE PLATE ANDTHROUGH BOLTS
ISO SHELTER TO BEAMCONNECTIONS - REFERTO DETAILS ON S-501
WOOD DECK -REFER TOARCHITECTURAL
EXISTINGTIMBER PILE
EXISTING (3)2X12'S
EXISTING STEEL SADDLEPLATE AND THROUGHBOLTS BEYOND
ISO SHELTER TO BEAMCONNECTIONS - REFER TODETAILS ON S-501. ADJUST WIDTHTO ACCOMMODATE BEAMHANGER
TOP FLANGE BEAMHANGER WITH6,000 LB CAPACITY
WOOD BEAM
WELD HANGER TOEXISTING SADDLE INACCORDANCE WITHMANUFACTURER'SINSTRUCTIONS
TOP FLANGE BEAMHANGER WITH6,000 LB CAPACITY
REF LEVEL 8.5' ASL0' - 0"
OFFICE 1
EXISTINGTIMBER PILE
EXISTING (3)2X12'S
EXISTING STEELSADDLE PLATE ANDTHROUGH BOLTS
ISO SHELTER TO BEAMCONNECTIONS - REFERTO DETAILS ON S-501
WOOD DECK -REFER TOARCHITECTURAL
EXISTINGTIMBER PILE
EXISTING (3)2X12'S
EXISTING STEELSADDLE PLATE ANDTHROUGH BOLTS
ISO SHELTER TO BEAMCONNECTIONS - REFERTO DETAILS ON S-501
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-403
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
ENLA
RGED
SEC
TION
S
SHH
1912760192
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"C1 SECTION - EASR COOLING SYSTEM AND POWER SYSTEM ISO SHELTER SUPPORT
1' 2'0'1" =1'-0"
6"
1" = 1'-0"A1 SECTION - RESTROOMS / LUNCH ROOM ISO SHELTER SUPPORT 1" = 1'-0"A4 SECTION - OFFICE 1 ISO SHELTER SUPPORT
GRAPHIC SCALE
SEWIP TOS42' - 8"
SEWIP SPONSON TOPLEVEL
53' - 4"
10' -
8"
1' - 1"
1 1/2" METAL BAR GRATING LANDING
5' - 0" 1"
17 R
ISER
S AT
7 17
/32"
1 1/2" METAL BAR GRATING TREADS
16 TREADS AT 6 1/2"
7 1/2" TREAD
1"
49.20°
4"
3' - 6
"
1' - 9
"
3"
3' - 6
"
3' - 0
"
1' - 9
"
EQ EQ2"
HSS12X3X1/4STRINGER
CONTINUOUSPIPE 1 1/2 STD TOPAND BOTTOM RAILS
CONTINUOUSPIPE 1 1/2 STDHANDRAIL
EXTENSION
1' - 0"
END OF STRINGER
POST CENTERLINE POST CENTERLINE
EXTENSION
1' - 0"
CJP
S-404C4
S-404B4
S-404A4
TOS 52' - 8"
NOTE:COLUMN AND BEAMSFRAMING TO COLUMN ARENOT SHOWN FOR CLARITY.
6 1/8"
EXISTING BUILT-UPSTEEL PLATEINTERFACE ASSEMBLY
COVER PLATE OVEREXISTING OPENING -REFER TO PLAN
EXISTING OPENING AT INTERFACE ASSEMBLY
SEWIP BASEENCLOSURE
4' - 8"
FACE OF SEWIPSPONSON
SEWIPSPONSON
COLUMNCENTERLINE EDGE OF PLATE
SEWIP SPONSON TOPLEVEL
53' - 4"SEWIP ANTENNASYSTEM
STIFFENER PL3/8 ATEACH COLUMN FLANGEAND STAIR STRINGER
CAP PL3/4X7X1'-2"
STEELBEAM
STEELCOLUMN
STAIR LANDINGFRAMING
1"FACE OF SEWIPANTENNA SYSTEM
END OF STAIRSTRINGER
STAIR RAILING
1/4CAP PL TOCOLUMN
STRINGERTO STEEL
BEAM
3/4"Ø A325 BOLTS INSTANDARD HOLES AT1 1/2" EACH SIDE OFCOLUMN FLANGE ((8)TOTAL PER COLUMN)
2" 2"
SEWIP TOS42' - 8"
1 1/2" TYP
COLUMNCENTERLINE
PL3/4X1'-2"SQUARE WITH (4)STANDARD HOLES
STEELCOLUMN
NON-SHRINKGROUT
(4) 3/4"ØANCHOR RODS
EXISTING BEAM TOPFLANGE BEYOND
EXISTING BEAM BOTTOMFLANGE BEYOND
STEELCOLUMN
EXISTINGCONCRETE SLAB
EXISTINGSTEEL BEAM
PL 3/4X1'-2"SQUARE WITH (4)STANDARD HOLES
STEEL PLATE
1/4
1"
FILL DECK FLUTES WITHNON-SHRINK GROUTUNDER BASEPLATE
SEWIP TOS42' - 8"
CJPSTEEL STAIRFRAMING
EXISTING CONCRETE SLAB - FILLDECK FLUTES WITH NON-SHRINKGROUT UNDER BASEPLATE
STAIR RAILING
HSS FRAMINGBETWEEN ANDCONNECTED TOEXISTING BEAMSNOT SHOWN
1/4
NOTE:COLUMN AND BEAMSFRAMING TO COLUMN ARENOT SHOWN FOR CLARITY.
PL2 1/8+/-X1'-1" SQUAREWITH STANDARD HOLESFOR ANCHOR RODS
1 1/2" TYPPL3/4X1'-1" SQUAREWITH STANDARD HOLESFOR ANCHOR RODS
(4) 3/4"Ø ANCHOR RODSWITH 6" SPACINGBETWEEN ANCHOR RODS
NON-SHRINKGROUT
1"
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-404
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
ENLA
RGED
SEC
TION
S AN
D DE
TAILS
SHH
2012760193
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"A1 SECTION - SEWIP STAIR1' 2'0'
1" =1'-0"6"
GRAPHIC SCALE
1 1/2" = 1'-0"C4 DETAIL
4"0'1 1/2" =1'-0"
8" 1'-4"
1 1/2" = 1'-0"B4 DETAIL
1 1/2" = 1'-0"A4 DETAIL
OUTLINE OF CURVEDHSS BELOW IN EACHQUADRANT
HSS FRAMING
HSS FRAMING
ORIGIN (0,0) FORPLATE OPENINGLOCATIONS ATBARBETTECENTERLINE
X
Y
EXISTINGW16X36 BEAMCENTERLINES
EXISTINGW16X36 BEAMCENTERLINES
PLAN EAST91.8512°
PLAN
NOR
TH1.8
512°
E1
TRUE
NORT
H
ELECTROMAGNETICINTERFERENCECLOSURE PLATE ONTOP OF HSS FRAMING
HSS FRAMING
M4E2
E3
E4
M1
M2
R 10"
E5 E6 E7
E8 E9 E10
E11 E12 E13
E14 E15
KEEP OPENINGSOUTSIDE OF 20"DIAMETERBOUNDARY
STIFFENER PL3/8 FULL DEPTHOF HSS AND EQUALLYSPACED BETWEEN EASRFLANGE BOLTS. SHOP WELDPLATES TO HSS AND EMICLOSURE PLATE WITH 1/4"CONTINUOUS FILLET WELD
M3
OPENINGMARK
OPENINGSIZE X (IN) Y (IN)
COORDINATES
24.5 -9M1 2"Ø
EMI CLOSURE PLATE OPENING SIZES AND LOCATIONS
24.5 -4M2 2"Ø7M3 4"Ø
E2 3"ØE3 3"ØE4 3"Ø
4"Ø4"Ø4"Ø4"Ø4"Ø4"Ø4"Ø4"Ø
E5E6E7E8E9
E11E12
E10
-21
16.5 -1416.5 -916.5 -413.5 419 4
24.5 48 9.5
13.5 9.519 9.58 15
13.5 15
7M4 4"Ø -1216.5E1 3"Ø -19
4"ØE13 19 154"ØE14 8 20.54"ØE15 13.5 20.5
NOTES:1. OPENING SIZES AND LOCATIONS ARE APPROXIMATE. COORDINATE EXACT SIZES
AND LOCATIONS WITH EASR ANTENNA SYSTEM REQUIREMENTS.2. EASR BARBETTE IS NOT SHOWN.3. REFER TO S-103 FOR FRAMING SIZES AND OTHER INFORMATION NOT NOTED.4. VIEW IS FROM TOP LOOKING DOWN.
PURPOSE
5 CFM DRY AIR SUPPLYCOOLANT (PGW) SUPPLY
208VAC UPS RED POWER208VAC UPS RED POWER
120/208VAC POWER120/208VAC POWER
FIBER CABLES / COAX CABLESFIBER CABLES / COAX CABLES
1000VDC POWER CABLES1000VDC POWER CABLES1000VDC POWER CABLES1000VDC POWER CABLES1000VDC POWER CABLES1000VDC POWER CABLES
SCU CONTROL POWER CABLESSCU CONTROL POWER CABLES
SCU CONTROL POWER CABLES
COOLANT (PGW) RETURN
70 CFM DRY AIR SUPPLY
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-405
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
ENLA
RGED
DET
AIL
SHH
2112760194
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"B1 EMI CLOSURE PLATE OPENING SIZES AND LOCATIONS
1' 2'0'1" =1'-0"
6"
GRAPHIC SCALE
PLANNORTH
AT CONCRETE CORNERANCHOR POINTS
ISO SHELTER
CORNER CASTING
DECK MOUNTTWISTLOCK WITH (5)HOLE CORNER PLATE 1"
NON-SHRINKLEVELING GROUT
EXISTING 6"CONCRETESLAB-ON-GRADE
(5) 1/2"Ø X 4 3/4" EMBEDEXPANSION ANCHORS
AT CONCRETE INTERMEDIATESUPPORT POINTS
1"
NON-SHRINKLEVELING GROUT
BASE PL3/4x1'-4" SQUAREWITH (4) STANDARD HOLESFOR 1/2"Ø X 4 3/4" EMBEDEXPANSION ANCHORS
SHIM PL1x6x6 ANDSHIM PL3/4+/-x5x5
1/4 2NOTE 'A'
NOTE 'A'WELD EACH OF (4)SIDES OF SHIM PLATES
1/4 4ISO SHELTER
EXISTING 6"CONCRETESLAB-ON-GRADE
NOTE:DETAIL AT CORNER ANCHOR POINTS APPLIESFOR (2) CORNER ANCHOR LOCATIONS AT THESEWIP STORAGE SHELTER. REUSE (2)EXISTING CORNER BASEPLATES AT THESEWIP STORAGE SHELTER AND (4) EXISTINGCORNER BASEPLATES AT THE SEWIPEQUIPMENT SHELTER.
NOTE:TWISTLOCKS AND SHIM PLATES ANDWELDING OF TWISTLOCKS AND SHIMPLATES TO SUPPORTS TO BE BY OTHERS.
NOTE:DETAIL AT INTERMEDIATESUPPORT POINTS APPLIESFOR (6) INTERMEDIATESUPPORT LOCATIONS AT THESEWIP EQUIPMENT SHELTER.
AT WOOD FRAMING CORNERANCHOR POINTS
ISO SHELTER
DECK MOUNTTWISTLOCK
WOOD BEAM
1/4 2NOTE 'A'
NOTE 'A'WELD EACH OF (4)SIDES OF DECKMOUNT TWISTLOCK
AT WOOD FRAMING INTERMEDIATESUPPORTS POINTS
ISO SHELTER
SHIM PL1x6x6 ANDSHIM PL3/4+/-x5x5
1/4 2NOTE 'A'
NOTE 'A'WELD EACH OF (4)SIDES OF SHIM PLATES
1/4 4NOTE 'B'
5"2 1
/2"
BENT PL3/8x10x1'-0"
(2) 3/4"Ø A307THRU BOLTS
WOOD BEAM
BENT PL3/8x10x1'-0"
(2) 3/4"Ø A307THRU BOLTS
5"2 1
/2"
CORNER CASTING
NOTE:TWISTLOCKS AND SHIM PLATES ANDWELDING OF TWISTLOCKS AND SHIMPLATES TO SUPPORTS TO BE BY OTHERS.
NOTE 'B'WELDING OF ISO SHELTERTO SHIM PLATES IS NOTREQUIRED ALONG SOUTHEDGE OF RESTROOMS /LUNCH ROOM SHELTER.
AT STEEL CORNERANCHOR POINTS
ISO SHELTER
DECK MOUNTTWISTLOCK
1/4 2NOTE 'A'
NOTE 'A'WELD EACH OF (4)SIDES OF DECKMOUNT TWISTLOCK
AT STEEL INTERMEDIATESUPPORTS POINTS
ISO SHELTER
SHIM PL1x6x6 ANDSHIM PL1 1/8+/-x5x5
1/4 2NOTE 'A'
NOTE 'A'WELD EACH OF (4)SIDES OF SHIM PLATES
1/4 4NOTE 'B'
2 1/8"
+/-
TOP OF STEELBEAM
STIFFENER PL3/8EACH SIDE OF WEB
STIFFENER PL3/8EACH SIDE OF WEB
STEEL BEAM
CORNER CASTING1/4 2
PL1/2X9X9 CENTEREDON TWISTLOCK
NOTE:TWISTLOCKS AND SHIM PLATES ANDWELDING OF TWISTLOCKS AND SHIMPLATES TO SUPPORTS TO BE BY OTHERS.
NOTE 'B'WELDING OF ISO SHELTER TOSHIM PLATES IS NOT REQUIREDALONG NORTH EDGE OF EASROPERATIONS SHELTER.
STEEL BEAM
BEAM ECCENTRICITY
DIAMETER VARIES
1' - 2" +/-
DIAMETER VARIES
1' - 2" +/-
PILECENTERLINE
PILE / STUBCOLUMNCENTERLINE
EXISTINGTIMBER PILE
EXISTINGTIMBER PILE
STEEL BEAM
STEEL BEAM
SECTION PARALLEL TO BEAM SECTION PERPENDICULAR TO BEAM
PILE DAP
10 1/2"
5 1/4" 5 1/4"
1" +
/-
NON-SHRINKGROUT BENT PL3/8
1' - 2"
7" 7"
2"4"
2"1 3
/8"
(2) 3/4"Ø A307THRU BOLTS
3/16
NOTE:ISO SHELTERSNOT SHOWN.
BEAM / STUBCOLUMNCENTERLINE
TYPICAL LOCATIONS UNLESS NOTED OTHERWISE(BEAM ECCENTRICITY < 1 3/4")
BEAM ECCENTRICITY
DIAMETER VARIES
1' - 2" +/-
DIAMETER VARIES
1' - 2" +/-
PILECENTERLINE
PILE / STUBCOLUMNCENTERLINE
EXISTINGTIMBER PILE
EXISTINGTIMBER PILE
STEEL BEAM
SECTION PARALLEL TO BEAM SECTION PERPENDICULAR TO BEAM
NON-SHRINKGROUT BENT PL3/8
(4) 1"Ø A307THRU BOLTS
NOTE:ISO SHELTERSNOT SHOWN.
BEAM / STUBCOLUMNCENTERLINE
LOCATIONS NOTED TPC-1 ON PLAN(BEAM ECCENTRICITY => 1 3/4" BUT =< 4")
REPORT ECCENTRICITIES THAT EXCEED 4"
1' - 6"
9" 9"
PILE DAP
10 1/2"
5 1/4" 5 1/4"
1" +
/-
2"4"
7"1 3
/8"
2 1/2" 2 1/2"
NOTE:WHEN DAPPING PILES,DO NOT OVERCUT THEPILES IN A MANNERTHAT WILL RESULT IN ACROSS SECTION LESSTHAN 10 1/2" SQUARE.
STIFFENERPL3/8 EACHSIDE OFBEAM WEB
NOTE: ISO SHELTERS AND ISO SHELTER CONNECTIONS NOT SHOWN.
CAP PL3/4X6 1/2 X 1'-2"WITH (8) 3/4"Ø A325BOLTS IN STANDARDHOLES
W8X24 STUBCOLUMN ATEACH PILE
3 1/2"
1 1/2"
3 1/2"
4"
3 1/2"
1 1/2"
STIFFENERPL3/8 EACHSIDE OFBEAM WEB
W8X24 STUBCOLUMN ATEACH PILE
1 1/2"
3 1/2"
4"
3 1/2"
1 1/2"
STEEL BEAM
3/16
CAP PL3/4X6 1/2 X 1'-2"WITH (8) 3/4"Ø A325BOLTS IN STANDARDHOLES 3 1/2"
3/16 3/16
REF LEVEL 8.5' ASL0' - 0"
TRANSFORMERREFER TO ELECTRICAL
T-2: 10,000 LBST-3 AND T-4: 8,000 LBS
1' - 2
1/2"
HSS6X6X1/4COLUMNS TYPICAL
HSS6X4X1/4 (LSV)BEAMS TYPICAL
FINISHED GRADE -REFER TO CIVIL
1' - 0
"
2" COVER
3" C
OVER
2" C
OVER
2" COVERCOLUMNCENTERLINE EDGE OF FOOTING
TOP OF STEEL
COLUMN CENTERLINE
#4 AT 12" ONCENTER EACHDIRECTION BOTTOM
BASEPLATE 3/4X1'-0" SQUAREWITH (4) STANDARD HOLESFOR EXPANSION ANCHORS
NON-SHRINKLEVELING GROUT
STANDARD 90-DEGREE HOOKSEACH END - SKEWTO MAINTAIN COVER
(4) 3/4"Ø X 6" EMBEDEXPANSION ANCHORS#4 AT 12" ON
CENTER EACHDIRECTION TOP
3/16
3/16TYP (3)SIDES
FITTED COLUMNCAP PL1/4
PJPTYP TOP
APPLY TWO COATS OFASPHALTUM PRIMERTO BELOW GRADESTEEL AND ANCHORS
1 1/2" TYP
1"
NOTE:SPACE FOOTING TOPREINFORCING SO AS TO AVOIDCONFLICT WITH DRILLING FOREXPANSION ANCHORS.
EXISTINGCONCRETE SLAB
EXISTING MASONRYFOUNDATION WALL
1/2"Ø X 4" LONGHEADED STUDS AT1'-0" ON CENTER
3/4" CHAMFER
CONCRETE SLABREINFORCED WITH #4AT 6" ON CENTER MID-DEPTH EACH DIRECTION
EDGE OF SLAB
NOTE 'A'SLAB OPENING FOR CONDUITS.COORDINATE SIZE AND LOCATIONWITH TRANSFORMER MANUFACTURER.PLACE (2) #4 EACH SIDE OF OPENING.
NOTE 'A'
EDGE OF TRANSFORMER
TOP OF FOUNDATION -5' - 2"
5 1/2"
EDGE OFEXISTING SLAB
ELECTRICALEQUIPMENT RACKSUPPORTANCHORED TOMASONRY WALL -REFER TO E-503
EDGE OF SLABEDGE OF TRANSFORMER
COORDINATE WITH TRANSFORMER DIMENSIONS
REFER TO PLAN
COORDINATE WITH TRANSFORMER LOCATIONS
REFER TO PLAN
3" MIN 3" MIN
1' - 2"
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-501
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
MISC
ELLA
NEOU
S DE
TAILS
SHH
2212760195
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
1" = 1'-0"A1 ISO SHELTER ANCHOR AND SUPPORT DETAILS AT CONCRETE SUPPORTS1' 2'0'
1" =1'-0"6"
1" = 1'-0"C1 ISO SHELTER ANCHOR AND SUPPORT DETAILS AT WOOD SUPPORTS
1" = 1'-0"B1 ISO SHELTER ANCHOR AND SUPPORT DETAILS AT STEEL SUPPORTS
GRAPHIC SCALE
1" = 1'-0"C3 STEEL BEAM TO TIMBER PILE CONNECTION DETAIL
1" = 1'-0"A3 TRANSFORMER FOUNDATION, SUPPORT FRAME AND SLAB
1. REFER TO S-001 FOR GENERAL NOTES AND LEGEND.2. THE 3D REPRESENTATIONS ARE FOR GENERAL INFORMATION ONLY AND DO NOT
REPRESENT A COMPLETE AND DETAILED REPRESENTATION OF THE STRUCTURE.REFER TO APPLICABLE PLANS, DETAILS, SECTIONS AND MISCELLANEOUS DETAILSFOR MORE DETAILED INFORMATION NOT SHOWN IN THE 3D REPRESENTATIONS.
STEEL STAIR, RAILING ANDHANDRAIL WITH METAL BARGRATING TREADS ANDLANDING - REFER TO S-404
SEWIP BASEENCLOSURE
SEWIP SPONSON
SEWIP BASE ENCLOSURESUPPORTS ((4) TOTAL) -REFER TO S-104
EXISTINGTOWER RAILINGNOT SHOWN
EXISTINGTOWER STAIRNOT SHOWN
EXISTING ANTENNASCREEN NOT SHOWN
EXISTINGCONCRETE SLABON METAL DECK
STAIR SUPPORTFRAMING -REFER TO S-404
SPONSON DOOR INFULLY OPEN POSITIONAT 120 DEGREES
BASE ENCLOSUREDOOR IN CLOSEDPOSITION
STEEL COVERPLATE / LANDING
SEWIP SPONSONSUPPORTS ((2) TOTAL) -REFER TO S-104
EXISTINGSTEEL BEAMS
EXISTINGSTEEL COLUMNS
HSS FRAMING BEARING ONEXISTING STEEL BEAMSWITH SHIM/FILLER PLATES
EXISTING CONCRETESLAB ON STEELDECK NOT SHOWN
CONCRETE SLABINFILL NOT SHOWN
HSS FRAMINGON RADIUS
ELECTROMAGNETICINTERFERENCE CLOSURE PLATE(SHOWN SEMI-TRANSPARENT)ON TOP OF HSS FRAMING
NOTE:EASR ANTENNA BARBETTE, ELECTRICALCONDUITS, MECHANICAL PIPING AND OTHERNON-STRUCTURAL ELEMENTS NOT SHOWN.
NOTE:REFER TO S-103 FOR FRAMINGPLANS, SECTIONS AND DETAILSFOR EASR TOWER TOP LEVEL.
ELECTROMAGNETICCLOSURE PLATESTIFFENERS
HSS SLAB/DECK SUPPORT
HSS SLAB/DECK SUPPORT
SATISFACTORY TO
APPROVED
ACTIVITY
DATE
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
DEP
ARTM
ENT
OF
THE
NAV
YN
AVAL
FAC
ILIT
IES
ENG
INE
ERIN
G C
OM
MA
ND
DRAWFORM REVISION: 06 APRIL 2017
DESIGN MANAGER
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L FA
CIL
ITIE
S E
NG
INE
ER
ING
CO
MM
AN
D ~
MID
-ATL
AN
TIC
HAMP
TON
ROAD
S IP
TNA
VAL S
TATI
ON N
ORFO
LK, N
ORFO
LK, V
IRGI
NIA
JEBL
CFS
WAL
LOPS
ISLA
ND
WAL
LOPS
ISLA
ND
, VIR
GIN
IA
AS NOTED
FINAL DESIGNSUBMITTAL10/19/2017
SYM
DESC
RIPT
ION
DATE
APPR
S-901
V95
MO
DIFI
CATI
ONS
IN S
UPPO
RT O
F
3D R
EPRE
SENT
ATIO
NS
SHH
2312760196
DMS DMS
63
10/19/2017
SCSC
E ASR
AND
SEW
IP
FARAZ S. JAFRI
1576327
TBD
3D REPRESENTATION GENERAL NOTES
C1 3D REPRESENTATION - SEWIP STAIR AND SUPPORT
A1 3D REPRESENTATION - EASR BARBETTE SUPPORT