1 2 3 4 5 GENERAL NOTES - Civil Works Contracting · b. ufc 3-301-01 (1 june 2013 with change 3, 12...

W12X26

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EXISTING WOOD DECK

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XISO SHELTER DECKCORNER MOUNTANCHOR

ISO SHELTERINTERMEDIATESUPPORT POINT

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T-X ELECTRICALTRANSFORMER MARK

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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.

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EXISTING EASR DAC 2

TYPN7

N5

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N8

N8

N5

D1

D2

D2

D2

D1

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" +/-

55' - 11" +/-

9' - 8

" +/-

8' - 0" +/-

10' -

0" +

/-

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14' - 0" +/- 12' - 0" +/- 14' - 0" +/- 3' - 0" +/-

D2

D4

0.00

0.00

-1.00

-2.00

-1.00

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0" +

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1.69

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N5

N5

D5

D3

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-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).

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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

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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.


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


TYPD8

TYPD7

D13

D10

D9

EXISTINGSTEEL BEAMS

EXISTINGSTEEL BEAM

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


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


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


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

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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












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


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


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


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

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DEMOLITION PHOTO GENERAL NOTES












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.


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 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


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


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


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

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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


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


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


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

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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


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




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


EXISTINGSTEEL BEAM

EASR ANTENNASYSTEM BARBETTE

LIMITS OF SLAB AND STEEL DECK REMOVAL

6' - 1" +/-BEAM CENTERLINE BEAM CENTERLINE

EXISTINGSTEEL BEAM


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


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


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


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


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


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


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


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




SATISFACTORY TO

APPROVED

ACTIVITY

DATE


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


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


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


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



(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


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


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


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


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


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


EXISTINGTIMBER PILE


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





NOTE: EXISTING AND FINISHEDGRADES ARE NOT SHOWN INSECTION. REFER TO CIVIL DRAWINGS.


EASR OPERATIONS EASR PROCESSORTWISTLOCK / BEAMCENTERLINE

VARIES

6"END OF BEAM


EXISTINGTIMBER PILE




END OF BEAM6"

EXISTINGTIMBER PILE


EXISTINGTIMBER PILE


BOLTED FRAMEDBEAM CONNECTION

BOLTED FRAMEDBEAM CONNECTIONS

CONTINUOUSSTEEL BEAM


NOTE

'A'

6" +

/-


TOP OFSTEEL BEAM


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.





STIFFENER PL3/8 ATEACH STUBCOLUMN FLANGE




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


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


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


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


EASR COOLING SYSTEM EASR POWER SYSTEM

PILE CENTERLINE BEAM / STUBCENTERLINE

7/8" +/-

EXISTINGTIMBER PILE


BOLTED FRAMED BEAMCONNECTION BEYONDSTIFFENER PLATES



3/8" +/-

EXISTINGTIMBER PILE


STEEL BEAMS


1/2" +/-

EXISTINGTIMBER PILE


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



STEEL BEAM


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 STEELBEAM (NOTE 'A')







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.


RESTROOMS / LUNCH ROOMEXISTING SEWIP DAC 1

EXISTINGTIMBER PILE

EXISTING (3)2X12'S

EXISTING STEELSADDLE PLATE ANDTHROUGH BOLTS



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


OFFICE 1

EXISTINGTIMBER PILE

EXISTING (3)2X12'S




EXISTINGTIMBER PILE

EXISTING (3)2X12'S



SATISFACTORY TO

APPROVED

ACTIVITY

DATE


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


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


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

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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


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


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


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


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


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


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"


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'


1/4 4NOTE 'B'

5"2 1

/2"

BENT PL3/8x10x1'-0"

(2) 3/4"Ø A307THRU BOLTS

WOOD BEAM

BENT PL3/8x10x1'-0"


5"2 1

/2"

CORNER CASTING


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'


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 '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"


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


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


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


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


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


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


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


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


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

1 2 3 4 5 GENERAL NOTES - Civil Works Contracting · b. ufc 3-301-01 (1 june 2013 with change 3, 12...

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Transcript of 1 2 3 4 5 GENERAL NOTES - Civil Works Contracting · b. ufc 3-301-01 (1 june 2013 with change 3, 12...