Attachment A_Revised - STRUCTURE COMBINED.pdf

GENERAL STRUCTURAL NOTES

PART 1 - GENERAL REQUIREMENTS AND DESIGN CRITERIA

GENERAL

A. THIS SET OF DRAWINGS INCLUDES STRUCTURAL

MODIFICATIONS FOR MAHAN HALL AT THE NAVAL WAR

COLLEGE, NAVAL STATION (NAVSTA) NEWPORT, NEWPORT,

RHODE ISLAND. THE STRUCTURAL MODIFICATIONS SHOWN

ARE REQUIRED DUE TO THE PROPOSED ARCHITECTURAL,

BUILDING ENVELOPE, MECHANICAL, ELECTRICAL, PLUMBING,

AND FIRE PROTECTION SCOPE OF WORK.

B. REFER TO PROJECT SPECIFICATIONS FOR DETAILED

REQUIREMENTS, GENERAL REQUIREMENTS, MATERIAL, AND

WORKMANSHIP.

C. THE INTENT OF THE STRUCTURAL DRAWINGS IS TO SHOW

THE MAIN STRUCTURAL FEATURES AND DESIGN FOR THE

COMPLETED PROJECT. ARCHITECTURAL DETAILS AND

OTHER COMPONENTS THAT MAY BE NECESSARY TO

CONSTRUCT THE PROJECT ARE SHOWN INCIDENTALLY

ONLY, AND NOT COMPLETELY; THEREFORE ALL CONTRACT

DRAWINGS AND SPECIFICATIONS MUST BE USED IN

CONJUNCTION WITH THE STRUCTURAL DRAWINGS DURING

ALL PHASES OF CONSTRUCTION. DISCREPANCIES BETWEEN

STRUCTURAL DRAWINGS AND ARCHITECTURAL DRAWINGS,

IF NOT CLARIFIED IN THE ADDENDA AT THE REQUEST OF THE

CONTRACTOR, SHALL BE BROUGHT TO THE ATTENTION OF

THE CONTRACTING OFFICER DURING CONSTRUCTION FOR

CLARIFICATIONS. THE CONTRACTOR SHALL TAKE THIS INTO

CONSIDERATION IN HIS BID.

D. UNLESS OTHERWISE NOTED, DETAILS, SECTIONS AND

NOTES CONTAINED IN THE STRUCTURAL CONTRACT

DOCUMENTS SHALL BE CONSIDERED TYPICAL FOR ALL

SIMILAR CONDITIONS EVEN IF NOT EXPLICITLY REFERENCED.

E. CONTRACTOR SHALL NOT SCALE DRAWINGS TO OBTAIN ANY

MISSING INFORMATION OR TO INTERPRET ANY INFORMATION

NOT SPECIFICALLY DIMENSIONED FOR EXACT DETAILING OR

CONSTRUCTION PURPOSES.

F. DEFICIENT WORK AND/OR WORK NOT IN CONFORMANCE

WITH THE CONTRACT DOCUMENTS SHALL BE REPAIRED AT

THE CONTRACTOR'S EXPENSE. THE CONTRACTOR SHALL

COMPENSATE THE CLIENT FOR SERVICES ARISING FROM

DEFICIENT WORK, REVIEW OF MODIFICATIONS/CONTRACTOR

SUBSTITUTION, OR EXPEDITING OF SUBMITTALS.

G. COST OF INVESTIGATION AND/OR REDESIGN INCURRED BY

THE CONTRACTING OFFICER DUE TO CONTRACTOR ERRORS

WILL BE AT THE CONTRACTOR'S EXPENSE.

H. LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND

TEMPORARY CONDITIONS INTENDED TO ACCOMMODATE

CONSTRUCTION MEANS AND METHODS ARE NOT EXPLICITLY

CONSIDERED IN THIS DESIGN. THE CONTRACTOR SHALL

ADVISE THE CONTRACTING OFFICER REGARDING

CONSTRUCTION LOADS AND TEMPORARY CONDITIONS

IMPOSED ON THE BUILDING STRUCTURE AND SHALL

COMPENSATE THE CONTRACTING OFFICER FOR REVIEWING

THESE CONDITIONS.

I. CONTRACTOR SHALL CAREFULLY CHECK STABILITY OF ALL

ELEMENTS OF THE BUILDING BEFORE DOING ANY WORK ON

EXISTING STRUCTURES. BRACE, SHORE, OR STRENGTHEN

ALL PORTIONS OF STRUCTURE WHICH MAY BE WEAKENED

BY REMOVAL OF EXISTING CONSTRUCTION UNTIL NEW

CONSTRUCTION IS IN PLACE. CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN OF TEMPORARY BRACING,

SHORING, AND STRENGTHENING. SUBMIT DESIGN AND

SUPPORTING CALCULATIONS SEALED BY A RHODE ISLAND

PROFESSIONAL ENGINEER FOR REVIEW.

J. STRUCTURAL SCOPE COMPRISES THE NEW STRUCTURAL

COMPONENTS AND DETAILS IN THE SPECIFIC AREA OF THE

EXISTING BUILDING AS DESIGNATED IN THE STRUCTURAL

DRAWINGS. THE EXISTING STRUCTURE OUTSIDE OF THE

SCOPE OF WORK SHOWN IS NOT PART OF THIS PROJECT.

K. THE CONTRACTOR SHALL BE COMPLETELY RESPONSIBLE

FOR THE SAFETY THE REMAINING PORTIONS OF THE

STRUCTURE AS IT RELATES TO THE CONSTRUCTION AND OF

ADJACENT STRUCTURES, PROPERTY, HIS WORKMEN, AND

THE PUBLIC, AS AFFECTED BY THE CONSTRUCTION OF THIS

PROJECT.

ELEVATIONS AND DIMENSIONS

A. ALL DIMENSIONS, ELEVATIONS, AND CONDITIONS SHALL BE

VERIFIED IN THE FIELD BY THE CONTRACTOR AND ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF

THE CONTRACTING OFFICER FOR CLARIFICATION BEFORE

PROCEEDING WITH THE AFFECTED PART OF THE WORK.

DIMENSIONS AND ELEVATIONS NOTED IN THE CONTRACT

DOCUMENTS AS (+/-) AND ALL FIELD CONDITIONS SHALL BE

VERIFIED IN THE FIELD (V.I.F.) BY THE CONTRACTOR PRIOR

TO THE SUBMISSION OF SHOP DRAWINGS. UPON RECEIPT

OF SHOP DRAWINGS, THE CONTRACTING OFFICER HAS THE

RIGHT TO ASSUME THAT ALL FIELD DIMENSIONS,

ELEVATIONS, AND CONDITIONS HAVE BEEN VERIFIED BY THE

CONTRACTOR AND THAT THE SHOP DRAWINGS

ACCURATELY REFLECT SUCH VERIFICATIONS UNLESS

STATED OTHERWISE ON THE SHOP DRAWINGS.

BUILDING CODES AND REFERENCED STANDARDS

A. UNIFIED FACILITIES CRITERIA (UFC) DOD BUILDING CODE

(GENERAL BUILDING REQUIREMENTS), UFC 1-200-01,

DATED 8 OCTOBER 2019

B. UNIFIED FACILITIES CRITERIA (UFC) STRUCTURAL

ENGINEERING, UFC 3-301-01, DATED 1 OCTOBER 2019

C. UNIFIED FACILITIES CRITERIA (UFC) MINIMUM

ANTITERRORISM STANDARDS FOR BUILDINGS, UFC

4-401-01, DATED 19 AUGUST 2020.

D. INTERNATIONAL BUILDING CODE (IBC) 2018

E. INTERNATIONAL EXISTING BUILDING CODE (IEBC) 2018

F. ASCE/SEI 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS

AND OTHER STRUCTURES

G. ALL STRUCTURAL WORK IS ADDITION WORK IN

ACCORDANCE WITH CHAPTER 11 OF IEBC AND LEVEL 2

ALTERATION WORK IN ACCORDANCE WITH THE WORK

AREA METHOD OUTLINE IN IEBC CHAPTERS 6-8.

DESIGN LOADS

A. DEAD LOADS

ALL PERMANENT STATIONARY CONSTRUCTION INCLUDING

MECHANICAL EQUIPMENT AND THEIR WEIGHTS WHERE

NOTED ON THE STRUCTURAL DRAWINGS, INCLUDING BUT

NOT LIMITED TO:

1. EXISTING 4 IN. SLAB WITH FLOOR FINISHES AND MEP

DEAD LOADS:

60 PSF (65 PSF WHERE STRENGTHENING REQUIRED)

2. EXISTING 5 IN. SLAB WITH FLOOR FINISHES AND MEP

DEAD LOADS:

70 PSF (75 PSF WHERE STRENGTHENING REQUIRED)

B. ORIGINAL DESIGN DRAWINGS DO NOT SHOW FLOOR OR

ROOF DESIGN LIVE LOADS.

C. LIVE LOADS

1. OFFICE 50 PSF

2. BASEMENT SLAB ON GROUND (LIGHT STORAGE) 125 PSF

3. LEVEL 1.0 LOBBY AREA 100 PSF

4. STAIRS AND EXITS (NOT REDUCIBLE) 100 PSF

(300 LB CONCENTRATED. LOAD)

5. ROOF (ROOF LIVE LOAD DOES NOT CONTROL) 20 PSF

6. LIBRARY READING ROOM 60 PSF

7. STACK ROOMS 150 PSF

(STACK AREA SHELVING DIRECTLY LOADS THE STACK

COLUMNS; STACK FLOOR 60 PSF LOADING SIMILAR TO A

LIBRARY READING ROOM OCCUPANCY)

8. CORRIDORS - LEVEL 1.0 100 PSF

9. CORRIDORS ABOVE LEVEL 1.0 (NOT REDUCIBLE) 80 PSF

10. TOILETS / WASHROOM 75 PSF

11. ATTIC MECHANICAL SPACE 40 PSF

D. SNOW LOAD PARAMETERS

1. GROUND SNOW LOAD, PG 30 PSF

2. FLAT ROOF SNOW LOAD, PF 30 PSF

3. SNOW EXPOSURE FACTOR, CE 0.90

4. SNOW LOAD IMPORTANCE FACTOR, IS 1.10

5. THERMAL FACTOR, CT 1.00

E. WIND LOAD PARAMETERS

1. BASIC WIND SPEED (3 SECOND GUST), V 140 MPH

2. WIND EXPOSURE CATEGORY D

3. TOPOGRAPHIC FACTOR 1.17

(BUILDING IS LOCATED ATOP A HILL)

4. INTERNAL PRESSURE COEFFICIENT ±0.18

(ENCLOSED BUILDING)

5. DESIGN WIND PRESSURE: COMPONENTS AND CLADDING

a. TO BE DETERMINED IN ACCORDANCE WITH THE

GOVERNING BUILDING CODE AS REQUIRED:

SUBMITTALS

A. SUBMIT SHOP DRAWINGS, CERTIFICATIONS, PRODUCT DATA,

ETC. TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR

TO FABRICATION AND INSTALLATION. ANY WORK

FABRICATED AND INSTALLED BY THE CONTRACTOR PRIOR

TO SUBMITTAL APPROVAL IS AT CONTRACTOR'S RISK.

B. REFER TO SPECIFICATION SECTION 01 33 00 FOR SUBMITTAL

PROCEDURES.

PART 2 - FOUNDATIONS

THE CONTRACTOR SHALL HIRE A GEOTECHNICAL ENGINEER TO

SERVE AS PROJECT GEOTECHNICAL ENGINEER. THIS ENGINEER

SHALL REVIEW THE PROJECT AND VERIFY THE DEISGN

ASSUMPTIONS MADE IN THIS SET OF DRAWINGS AND

SPECIFICATIONS BEFORE PROCEEDING WITH CONSTRUCTION.

VERIFICATION OF THE FOLOWING ITEMS IS REQUIRED:

A. FOUNDATION DETAILS SHOWN ON THESE DRAWINGS ON

SHEETS SD-100.5, SD-101.0, S-100.5, S-101.0, S-301, S-302, AND

S-402.

B. FOUNDATION ITEMS IN SPECIFICATION 033000 - CAST-IN-

PLACE CONCRETE.

C. GENERAL NOTES SECTIONS (THIS SHEET): FOUNDATION

DESIGN PARAMETERS, EXCAVATION, FOUNDATION

PLACEMENT AND PROTECTION, BACKFILL UNDER SLAB ON

GRADE, AND BACKFILL AGAINST WALLS.

REFERENCE GEOTECHNICAL INFORMATION (NOT PROJECT

SPECIFIC; BASED ON LIMITED AECOM 2012 INFORMATION)

A. AECOM 2012 BID DOCUMENTS DATED 30 AUGUST 2012

a. SHEETS GR101 AND GR102 "BORING LOGS" (BORING PLAN

NOT PROVIDED) SHOWING 7 BORINGS COMPLETED BY

GEOENVIORNMENTAL RESOURCES, INC.

b. SHEET V-003 "EXISTING SITE CONDITIONS"

c. SHEET V-004 "GEOPHYSICAL SURVEY" SHOWING RESULTS

OF A GEOPHYSICAL SURVEY COMPLETED BY

GEOPHYSICAL APPLICATIONS, INC.

FOUNDATION DESIGN PARAMETERS (ESTIMATED FROM AECOM

2012 INFORMATION; PROJECT-SPECIFIC GEOTECHNICAL

INFORMATION REQUIRED)

A. SPREAD FOOTINGS: DESIGNED FOR A MAXIMUM ALLOWABLE

BEARING PRESSURE OF 5 KSF.

B. SLAB ON GRADE: DESIGNED FOR A MODULUS OF SUBGRADE

REACTION = 200 PSI/IN

EXCAVATION

A. ALL FOUNDATION EXCAVATION TO BE INSPECTED BY THE

GEOTECHNICAL ENGINEER.

B. THE FOOTING ELEVATIONS SHOWN ON THE DRAWINGS ARE

ANTICIPATED AND ACTUAL ELEVATIONS ARE TO BE

ESTABLISHED IN THE FIELD BY THE GEOTECHNICAL

ENGINEER, BUT IN NO CASE SHALL THE BOTTOM OF

FOOTING BE LOCATED LESS THAN 3’-4” BELOW THE LOWEST

ADJACENT SURFACE EXPOSED TO FREEZING.

C. THE BOTTOM 3 IN. OF EXCAVATIONS SHALL BE FINISHED BY

HAND SHOVEL, UNLESS OTHERWISE DIRECTED BY THE

GEOTECHNICAL ENGINEER.

D. WHERE ROCK OUTCROPPINGS ARE ENCOUNTERED IN ANY

FOOTING EXCAVATION, UNDERCUT TO A DEPTH OF NOT

LESS THAN 6 INCHES BELOW ELEVATION OF BOTTOM OF

FOOTING AND BACKFILL WITH WASHED CRUSHED STONE

CONFORMING TO GRADATION #57 BY ASTM C 33,

COMPACTED TO NO LESS THAN 95% OF THE LABORATORY

MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557.

PART 3 - C O N C R E T E WORK

CONCRETE MIX PROPERTIES

A. ALL ELEMENTS NORMAL WEIGHT UON

B. 28 DAY STRENGTH MAX W/C RATIO AIR CONTENT

1. FOOTINGS AND FOUNDATION WALLS:

5,000 PSI 0.40 6% ± 1.5

2. INTERIOR SLABS-ON-GRADE AND INTERIOR

EQUIPMENT PADS:

4,000 PSI 0.45 LESS THAN 3%

3. INTERIOR STRUCTURAL SLABS:

5,000 PSI 0.4 LESS THAN 3%

4. SIDEWALKS AND EXTERIOR EQUIPMENT PADS:

5,000 PSI 0.4 6% ± 1.5

C. PORTLAND CEMENT: ASTM C150, TYPE I/II, UON AND APPROVED

BASE PLATE GROUT

A. 8,000 PSI 28-DAY COMPRESSIVE STRENGTH.

STEEL REINFORCEMENT

A. ASTM A615 GRADE 60, DEFORMED.

B. ASTM A1064 OR A1022 WELDED WIRE REINFORCEMENT (USE FLAT SHEETS ONLY)

C. DO NOT TACK OR SPOT-WELD CROSSING BARS.

D. PROVIDE #6 CHAIR BARS, HIGH CHAIRS, TIES, CLIPS, SLAB BOLSTERS,

STANDEES, AND OTHER ACCESSORIES WHERE NOT SPECIFIED ON THE

DRAWINGS IN ACCORDANCE WITH CRSI MANUAL OF STANDARD PRACTICE. USE

PLASTIC TIPS ON ALL CHAIRS PLACED ON THE SIDES OF CONCRETE FORMWORK.

E. WELDED WIRE REINFORCEMENT SHALL BE SUPPORTED ON BAR SUPPORT

ACCESSORIES.

F. FOR HORIZONTAL REINFORCEMENT PROVIDE TENSION LAPS AND TERMINATE

WITH STANDARD HOOKS, UON.

G. CONTRACTOR SHALL SET AND TIE ALL REINFORCEMENT PRIOR TO PLACING

CONCRETE. SETTING OF DOWELS AND REINFORCEMENT INTO WET CONCRETE

SHALL NOT BE PERMITTED.

REINFORCEMENT AT OPENINGS:

A. BARS MAY BE MOVED ASIDE AT OPENINGS OR SLEEVES, BUT DO NOT CUT OR

OMIT, UON.

SPLICING OF REINFORCEMENT

A. AS SHOWN ON DRAWING TYPICAL DETAILS.

B. PROVIDE A LAP OF 8 IN BETWEEN END CROSS WIRES OR TWO WIRE SPACES,

WHICHEVER IS LONGER, FOR WWR. TIE WIRES TOGETHER AT LAP.

RISK CATEGORY

A. RISK CATEGORY III - BUILDINGS AND OTHER STRUCTURES

THAT REPRESENT A SUBSTANTIAL HAZARD TO HUMAN

LIFE OR REPRESENT SIGNIFICANT ECONOMIC LOSS IN

THE EVENT OF A FAILURE.

F. SEISMIC LOAD PARAMETERS

1. SEISMIC IMPORTANCE FACTOR, IE 1.25

2. SPECTRAL RESPONSE ACCELERATION, SS 0.189

3. SPECTRAL RESPONSE ACCELERATION, S1 0.052

4. SITE CLASS C

5. SPECTRAL RESPONSE COEFFICIENT, SDS 0.164

6. SPECTRAL RESPONSE COEFFICIENT, SD1 0.052

7. SEISMIC DESIGN CATEGORY A

8. SEISMIC FORCE RESISTING SYSTEM

a. ORDINARY REINFORCED MASONRY SHEAR WALLS

(NEW ADDITION WALLS)

b. BRICK AND STONE UNREINFORCED MASONRY SHEAR

WALLS (EXISTING STRUCTURE)

9. ANALYSIS PROCEDURE

a. EQUIVALENT LATERAL FORCE

FOUNDATION PLACEMENT & PROTECTION

A. DO NOT PLACE CONCRETE IN WATER OR ON FROZEN GROUND.

B. FOUNDATIONS SHALL BEAR ON MIN. 6 INCHES CRUSHED STONE ON WEATHERED

ROCK SURFACE OR SELECT MATERIAL WITH A MINIMUM BEARING CAPACITY OF 5

KSF. LOWER FOOTINGS AS REQUIRED TO OBTAIN SUITABLE BEARING SURFACE

ON ROCK. REMOVE ALL UNSUITABLE FOUNDATION MATERIAL, INCLUDING, BUT

NOT LIMITED TO ORGANICS AND FROZEN GROUND.

C. PROTECT IN-PLACE FOUNDATIONS AND SLABS FROM FROST PENETRATION UNTIL

THE PROJECT IS COMPLETE. DO NOT USE SALT OR CHLORIDE COMPOUNDS TO

DE-ICE THE SITE.

BACKFILL UNDER SLAB ON GRADE

A. BACKFILL WHERE REQUIRED BELOW SLABS WITH APPROVED GRANULAR

MATERIAL (SELECT MATERIAL) , PLACED IN 6 IN. LAYERS AND COMPACTED TO 95%

DENSITY AT OPTIMUM MOISTURE CONTENT AS DEFINED BY ASTM D-1557, METHOD

D. PROVIDE VAPOR BARRIER UNDER INTERIOR SLABS ON GRADE.

B. SLAB ON GRADE AREA MAY BE POURED IN AS LARGE AN AREA AS CAN BE

HANDLED PROVIDED THAT SAW CUT JOINTS ARE CUT AS SOON AS THE

CONCRETE WILL SUPPORT A MAN'S WEIGHT WITHOUT PERMANENT

DEFORMATION AND THE JOINT PROCESS DOES NOT DISLODGE AGGREGATES.

C. PIPES OR CONDUITS PLACED IN SLABS ON GRADE SHALL NOT BE PLACED

CLOSER THAN 3 DIAMETERS ON CENTERS AND SHALL HAVE AN OUTSIDE

DIAMETER LESS THAN 1/3 OF THE SLAB THICKNESS AND BE POSITIONED SO THAT

THEY DO NOT INTERFERE WITH SLAB REINFORCEMENT. ALUMINUM CONDUITS

SHALL NOT BE PLACED IN CONCRETE.

BACKFILL AGAINST WALLS:

A. DO NOT BACKFILL AGAINST WALLS UNTIL WALL CONCRETE IS AT FULL DESIGN

STRENGTH AND ALL PERMANENT HORIZONTAL CONSTRUCTION IS IN PLACE AND

AT FULL DESIGN STRENGTH.

B. BACKFILL WITH APPROVED GRANULAR MATERIAL (SELECT MATERIAL) PLACED IN

6 IN. LAYERS AND COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE

CONTENT AS DEFINED BY ASTM D-1557, METHOD D.

C. USE LOW STRENGTH FLOWABLE FILL AT NEW ELEVATOR PIT WALLS AS SHOWN IN

PLANS. MINIMUM F'C = 300PSI.

D. DURING BACKFILL OPERATIONS, THE FILL ON EITHER SIDE OF THE WALL SHALL

NOT EXCEED A 2’-0” DIFFERENTIAL, UNLESS THE WALL IS DESIGNED FOR

RETAINING ACTION.

E. CONTRACTOR SHALL TEMPORARILY BRACE ALL BUILDING WALLS DESIGNED FOR

RETAINING ACTION AGAINST WHICH BACKFILL IS PLACED UNTIL ALL FLOOR SLABS

SUPPORTING THE WALLS ARE IN PLACE AND HAVE ATTAINED AT LEAST 75% OF

THEIR SPECIFIED DESIGN STRENGTH. DESIGN OF ALL TEMPORARY BRACES

SHALL BE BY A REGISTERED PROFESSIONAL ENGINEER IN THE EMPLOY OF THE

CONTRACTOR.

NOTES:

1. THE DISTANCE "a" IS EQUAL TO 0.6*h FOR FLAT ROOFS. FOR THIS BUILDING, "a"=6 ft.

2. POSITIVE INDICATES PRESSURE TO THE BUILDING SURFACE, NEGATIVE INDICATES

SUCTION TO THE BUILDING SURFACE.

3. h IS THE MEAN ROOF HEIGHT.

4. LINEAR INTERPOLATION OF THE TABLE IS REQUIRED, SEE ASCE 7 FOR MORE

INFORMATION.

5. PRESSURES ARE IN ACCORDANCE WITH ASCE/SEI 7-16 CHAPTER 30 PART 1 - LOW

RISE BUILDING.

6. PRESSURES ARE STRENGTH LEVEL (LRFD WITH LOAD FACTOR 1.0)

7. USE ASCE/SEI 7-16 CHAPTER 30 SECTION 8 FOR PARAPET C&C WIND LOADS (NOT

SHOWN IN TABLE).

8. * DENOTES > 500sf FOR WALLS AND > 100 sf FOR ROOFS. FOR VALUES BETWEEN 10sf

AND 500sf OR 100sf, LINEAR INTERPOLATION IS REQUIRED.

9. ROOF ZONE 1' POSITIVE WIND PRESSURES ARE EQUIVALENT TO ZONE 1 POSITIVE

WIND PRESSURES. ZONE 1' NEGATIVE WIND PRESSURES ARE LESS EXTREME THAN

ZONE 1 NEGATIVE WIND PRESSURES. THEREFORE, ONLY ZONE 1 PRESSURES ARE

LISTED IN THE TABLE BELOW.

COMPONENT AND CLADDING WIND LOADS (PSF)

AREA

(SF)

ZONE 1

POSITIVE

ZONE 1

NEGATIVE

ZONE 2

POSITIVE

ZONE 2

NEGATIVE

ZONE 3

POSITIVE

ZONE 3

NEGATIVE

ZONE 4

POSITIVE

ZONE 4

NEGATIVE

ZONE 5

POSITIVE

ZONE 5

NEGATIVE

≤10 29 -113 29 -149 29 -203 71 -77 71 -95

* 23 -89 23 -119 23 -137 53 -59 53 -59 aa a a a a

1'

1 1 a a h

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

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KRIbarreta Text Box 11-18-2020

PART 5 - STEEL DECK

STEEL DECK

A. PROVIDE STEEL DECK MADE FROM GALVANIZED STEEL WITH

MINIMUM YIELD STRENGTH OF 33 KSI.

B. SEE DRAWINGS AND SPECIFICATIONS FOR GAGE AND

PROFILE.

STEEL DECK SHOP DRAWINGS

A. SUBMIT COMPLETE SHOP DRAWINGS INCLUDING ALL BENT

PLATES AND ACCESSORIES FOR EDGE AND END

CONDITIONS FOR THE CONTRACTING OFFICER'S APPROVAL.

ERECTION

A. REFER TO STRUCTURAL DRAWINGS AND SPECIFICATION

SECTION 05 30 00 FOR INSTALLATION AND ATTACHMENT

REQUIREMENTS.

STANDARD SPECIFICATIONS

A. AISI S100-16 – NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STRUCTURAL STEEL MEMBERS.

B. SDI RD-2017 STANDARD FOR STEEL ROOF DECK.

C. AWS STRUCTURAL WELDING CODE D1.3:2018 STRUCTURAL

WELDING CODE - SHEET STEEL.

D. HYDRATED LIME: ASTM C207, TYPE N

E. PORTLAND CEMENT: ASTM C150, TYPE I OR II (TYPE III MAY

BE USED FOR COLD-WEATHER CONSTRUCTION)

F. MORTAR

1. BELOW GRADE OR IN CONTACT WITH EARTH: TYPE M

2. REINFORCED MASONRY: TYPE N

3. GENERAL PURPOSE: TYPE N

4. PROPORTION IN ACCORDANCE ASTM C270

GROUTING

A. MINIMUM COMPRESSIVE STRENGTH OF GROUT, f'g=2,500 PSI

B. GROUT ALL CORES WITH VERTICAL REINFORCING BARS.

C. GROUT ALL HORIZONTAL COURSES WITH HORIZONTAL

REINFORCING BARS.

D. GROUT ALL CELLS OF ELEVATOR SHAFT WALL.

SPLICING OF REINFORCEMENT

A. MINIMUM OF 48 BAR DIAMETERS OR AS SHOWN ON THE

TYPICAL DETAILS.

SHOP DRAWINGS

A. SUBMIT FOR DESIGNER'S APPROVAL COMPLETE BENDING

AND PLACING DETAILS OF ALL REINFORCING STEEL

INDICATING POSITION OF SPLICES AND LOCATION OF

REINFORCEMENT AND GROUT IN THE MASONRY. INCLUDE

ACCESSORIES FOR POSITIONING BARS.

STANDARD SPECIFICATIONS

A. TMS 402-16 BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES.

B. TMS 602-13 SPECIFICATIONS FOR MASONRY STRUCTURES.

PART 7 - STRUCTURAL COLD FORMED METAL FRAMING

FRAMING SIZES

A. THE CONTRACTOR SHALL DESIGN THE COLD FORMED METAL

FRAMING SYSTEMS INDICATED ON THE DRAWINGS AND IN

THE SPECIFICATIONS (EXCEPT FOR THE STACK COLUMNS,

SEE DETAIL B1/S-510) . THE FRAMING SYSTEMS SHALL

CONFORM TO THE CONCEPTS INDICATED ON THE DRAWINGS

AND WITH THE MINIMUM SIZES AND GAUGES INDICATED ON

THE DRAWINGS OR IN THE SPECIFICATIONS. THE

CONTRACTOR-DESIGNED COLD-FORMED FRAMING SYSTEMS

INCLUDE 3 SHEAR WALLS AT THE ELEVATOR LOBBY,

INCLUDING WINDOW AND DOOR OPENINGS, AND ROOF

FRAMING AT THE ELEVATOR LOBBY.

B. COLD-FORMED STEEL FRAMING DESIGN, GENERAL

1. DESIGN ACCORDING TO AISI'S "NORTH AMERICAN

STANDARD FOR COLD-FORMED STEEL FRAMING -

GENERAL PROVISIONS."

2. HEADERS: DESIGN ACCORDING TO AISI'S "NORTH

AMERICAN STANDARD FOR COLD-FORMED STEEL

FRAMING - HEADER DESIGN."

COLD FORMED MATERIALS

A. Fy = 33 KSI FOR MEMBERS 18 GAUGE AND LIGHTER AND Fy =

50 KSI FOR MEMBERS 16 GAUGE AND HEAVIER, UON.

B. ALL COLD FORMED STEEL MEMBERS, THEIR COMPONENTS,

AND CONNECTION MATERIAL, ARE GALVANIZED (EXCEPT

FOR THE STACK COLUMNS). PREPARE AND REPAIR

DAMAGED GALVANIZED COATINGS ON FABRICATED AND

INSTALLED LIGHT GAUGE METAL FRAMING WITH

GALVANIZING REPAIR PAINT ACCORDING TO ASTM A780

AND/OR THE MANUFACTURER'S RECOMMENDATIONS.

STANDARD SPECIFICATIONS

A. AISI S100-16 – NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STRUCTURAL STEEL MEMBERS.

B. AISI S200-12 – NORTH AMERICAN STANDARD FOR COLD-

FORMED STEEL FRAMING - GENERAL PROVISIONS.

PART 9 - ABBREVIATIONS

REFER TO ARCHITECTURAL DRAWINGS A-001 FOR ABBREVIATIONS

MINIMUM REINFORCEMENT

A. UNLESS OTHERWISE NOTED, REINFORCE ALL WALLS WITH AT

LEAST #4 @ 12 IN. EACH WAY EACH FACE AND 2 - #6 EACH EDGE.

B. IN SLABS, PROVIDE AT LEAST 0.0018 TIMES THE AREA OF

CONCRETE IN EACH DIRECTION.

REINFORCEMENT SHOP DRAWINGS

A. SUBMIT FOR APPROVAL, COMPLETE BENDING AND PLACING

DETAILS OF ALL REINFORCEMENT INCLUDING WELDED WIRE

REINFORCEMENT, INDICATING POSITION OF SPLICES.

B. INCLUDE ACCESSORY DRAWINGS.

MINIMUM CONCRETE CLEAR COVER

A. CONCRETE PLACED AGAINST EARTH: 3 in.

B. FORMED CONCRETE EXPOSED TO EARTH, WATER OR WEATHER:

2 in. UON C. SLABS-ON-GRADE BOTTOM: 3 in.

D. SLABS-ON-GRADE TOP: 1 in.

E. ELEVATED STRUCTURAL SLABS BOTTOM: 3/4 in.

F. ELEVATED STRUCTURAL SLABS TOP: 3/4 in.

TOLERANCES

A. MEET TOLERANCES OF THE LATEST EDITION OF ACI 117, UON.

B. TOLERANCE ON CONCRETE COVER SHALL BE THE SMALLER OF 3/8

IN. AND (1/3) OF THE SPECIFIED COVER FOR SLABS.

STANDARD SPECIFICATIONS

A. CRSI MANUAL OF STANDARD PRACTICE

B. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE

C. FOLLOW THE LATEST RECOMMENDATIONS AND SPECIFICATIONS

OF THE AMERICAN CONCRETE INSTITUTE:

1. ACI 301 SPECIFICATIONS FOR STRUCTURAL CONCRETE

2. ACI 302 CONCRETE FLOOR AND SLAB CONSTRUCTION

3. ACI 304 GUIDE FOR MEASURING, MIXING, TRANSPORTING AND

PLACING CONCRETE

4. ACI 305.1 SPECIFICATION FOR HOT WEATHER CONCRETING

5. ACI 306.1 SPECIFICATION FOR COLD WEATHER CONCRETING

6. ACI 309 GUIDE FOR CONSOLIDATION OF CONCRETE

7. ACI 347 GUIDE TO FORMWORK FOR CONCRETE

8. ACI 117 SPECIFICATION FOR TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIALS

POST-INSTALLED ANCHORS

A. ADHESIVE ANCHORS: QUALIFIED BY TESTING ACCORDING TO ACI

355.4, MEETING REQUIREMENTS OF THE SPECIFICATIONS AND

APPROVED BY THE CONTRACTING OFFICER.

1. INSTALL IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS, UON.

2. DO NOT USE IN AN OVERHEAD APPLICATION.

3. USE SCREENS AS NECESSARY TO CONTAIN EPOXY.

B. EXPANSION ANCHORS: TORQUE-CONTROLLED, WEDGE TYPE, OR

STUD TYPE MEETING REQUIREMENTS IN SPECIFICATIONS AND

APPROVED BY THE CONTRACTING OFFICER.

a. INSTALL IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS, UON.

HOUSEKEEPING PADS AND CURBS

A. PADS AND CURBS MAY BE SHOWN ON PLAN IN CERTAIN

INSTANCES FOR REFERENCE ONLY. SEE ARCHITECTURAL AND

MECHANICAL DRAWINGS AND SPECIFICATIONS AND COORDINATE

WITH EQUIPMENT MANUFACTURER'S REQUIREMENTS AND

LOCATION.

B. PROVIDE CONCRETE FOR A SLAB ON GROUND, UON. MAXIMUM

PAD THICKNESS IS 8 INCHES.

CORE-DRILLED AND SAW-CUT OPENINGS IN CONCRETE CONSTRUCTION

A. TO THE GREATEST EXTENT POSSIBLE, OPENINGS FOR PLUMBING,

FIRE PROTECTION, ELECTRICAL CONDUITS, AND MECHANICAL

DUCTWORK IN CONCRETE WALLS AND SLABS SHALL BE

COORDINATED PRIOR TO CONSTRUCTION; AT NEW OPENINGS

THESE OPENINGS SHALL BE SLEEVED. CORE-DRILLING AND SAW-

CUTTING IS REQUIRED AT EXISTING SLABS AND WALLS AND MAY

BE REQUIRED AT NEW SLABS AND WALLS. THE CONTRACTOR

SHALL SUMBIT A CORE REQUEST FORM TO THE SER FOR REVIEW

AND APPROVAL PRIOR TO MAKING ANY CUTS OR CORES. FOR

OPENINGS NOT ALREADY SHOWN ON DRAWINGS, CUT AND CORE

REQUESTS MUST INCLUDE: THE REASON FOR THE CUT OR CORE;

AND OVERALL PHOTOGRAPH OF THE AREA TO BE CUT OR CORED

INDICATING THE PROJECT NORTH DIRECTION AND OTHER NEARBY

OPENINGS; AND A PLAN (FOR SLABS) OR AN ELEVATION (FOR

WALLS) SHOWING THE SIZE AND DIMENSIONS OF THE CUT OR

CORE WITH RESPECT TO COLUMN LINES AND FLOOR LEVELS. THE

SER WILL NOT REVIEW REQUESTS WITHOUT ALL OF THIS

INFORMATION. A REQUEST FOR APPROVAL OF A CUT OR CORE

DOES NOT GUARANTEE THAT THE SER WILL APPROVE THE CUT

OR CORE.

STRUCTURAL SHAPES

A. WIDE FLANGE SHAPES: ASTM A992

B. ANGLES, CHANNELS, AND PLATES: ASTM A36, UON

C. REPLACEMENT STACK COLUMNS: ASTM A1003 GR. 50

BOLTED CONNECTIONS

A. ASTM F3125, GRADE A325 AND GRADE A490. SEE TYPICAL

STEEL DETAILS. TENSION-CONTROL BOLTS ACCEPTABLE.

B. ALL BOLTS SHALL BE TIGHTENED TO A "SNUG-TIGHT"

CONDITION, UNLESS NOTED OTHERWISE.

WELDING ELECTRODES

A. CONFORM TO AWS SPECIFICATIONS FOR ELECTRODES

BASED ON WELDING PROCESS AND THE TYPE AND GRADE OF

STEEL. ELECTRODE TENSILE STRENGTH SHALL BE AT LEAST

70 KSI.

FABRICATION

A. SHOP FABRICATE TO GREATEST EXTENT POSSIBLE BY

WELDING INCLUDING BEAM STIFFENERS, COLUMN CAPS AND

BASES, HOLES AND CONNECTION PLATES, UON.

B. SHOP FABRICATE HOLES FOR BOLTED CONNECTIONS.

C. SUBMIT COMPLETE SHOP DRAWINGS FROM FIELD

DIMENSIONS FOR THE CONTRACTING OFFICER'S APPROVAL

OF ALL STRUCTURAL STEEL PRIOR TO FABRICATION.

ERECTION

A. PROVIDE STEEL WEDGES, THREADED SCREWS OR SHIMS TO

SUPPORT AND PLUMB ALL COLUMNS.

B. GROUT SOLID UNDER BASE PLATES IMMEDIATELY AFTER

COLUMNS ARE PLUMB.

C. PROVIDE BEARING PLATES AND WALL ANCHORS OR ANCHOR

RODS FOR ALL BEAMS RESTING ON CONCRETE AND ON

MASONRY AND ALL OTHER NECESSARY CONNECTING

HARDWARE.

D. DO NOT FIELD CUT OR FIELD MODIFY ANY STRUCTURAL

STEEL WITHOUT PRIOR WRITTEN APPROVAL BY

CONTRACTING OFFICER FOR EACH SPECIFIC CASE.

STRUCTURAL STEEL FRAMING SHALL BE TRUE AND PLUMB

BEFORE CONNECTIONS ARE FINALLY BOLTED OR WELDED.

PAINT

A. SHOP PRIME ALL STEEL NOT ENCASED IN CONCRETE OR NOT

FIREPROOFED. SEE ARCHITECTURAL DRAWINGS FOR FINISH

COAT REQUIREMENTS.

HOT-DIP GALVANIZING

A. ALL STEEL, INCLUDING BUT NOT LIMITED TO STRUCTURAL

MEMBERS, CONNECTION MATERIALS AND MISC. METALS,

THAT IS EXPOSED TO THE EXTERIOR ELEMENTS (WEATHER)

SHALL BE HOT-DIP GALVANIZED. ALL FIELD WELDS, OR

AREAS WHERE HOT-DIP GALVANIZING IS DAMAGED, SHALL BE

TOUCHED-UP WITH A ZINC-RICH PAINT (“COLD GALVANIZING”)

AFTER STEEL IS COMPLETELY INSTALLED.

B. PLUG WELD VENT HOLES AFTER GALVANIZING.

C. SEAL WELD ALL SEAMS NOT OTHERWISE WELDED.

STANDARD SPECIFICATIONS AND REFERENCE STANDARDS

A. AWS D1.1:2020 - STRUCTURAL WELDING CODE - STEEL

B. AWS D1.3:2018 - STRUCTURAL WELDING CODE - SHEET STEEL

PART 8 - FIBER REINFORCED POLYMER (FRP) STRENGTHENING

CONTRACTOR QUALIFICATIONS

A. THE CONTRACTOR SHALL HAVE A MINIMUM OF FIVE

MEANINGFUL AND DOCUMENTED FIELD INSTALLATIONS OF

CFRP COMPOSITE SYSTEMS SIMILAR TO THOSE DESCRIBED

IN THESE SPECIFICATIONS AND SHOWN ON THE DRAWINGS.

BOND STRENGTH TESTING (CFRP) LAMINATES

A. THE TESTING AGENCY SHALL CONDUCT DIRECT TENSION

PULL-OFF TESTING IN ACCORDANCE TO ASTM D7522.

B. DIRECT TENSION PULL-OFF TESTS SHALL BE CONDUCTED

UNDER THE TEST CONDITIONS DESCRIBED IN THE PROJECT

SPECIFICATIONS.

CFRP MATERIALS

A. CFRP LAMINATES: HIGH-STRENGTH UNIDIRECTIONAL

CARBON FIBER FABRIC, EPOXY RESIN, AND PRIMER TO HAVE

THE FOLLOWING MECHANICAL PROPERTIES:

a. ELASTIC MODULUS: 33,000ksi MIN.

b. ULTIMATE TENSILE STRENGTH (NOT ADJUSTED FOR

ENVIRONMENT): 550ksi MIN.

INSTALLATION OF CFRP LAMINATES

A. SURFACE PREPARATION

a. VOIDS IN THE CONCRETE SUBSTRATE MUST BE FILLED. LARGE VOIDS (GREATER THAN

0.5 IN. IN DEPTH) SHALL BE FILLED WITH AN APPROPRIATE REPAIR MORTAR. THE BOND

STRENGTH OF THE REPAIR MATERIAL TO THE EXISTING CONCRETE SHALL BE VERIFIED

WITH PULL TESTING PER ASTM D4541. WHERE DIRECT PULL-OFF STRENGTH IS LESS

THAN 200PSI, CONTACT THE CONTRACTING OFFICER FOR EVALUATION PRIOR TO

CONTINUING WORK.

b. LOCALIZED OUT-OF-PLANE VARIATIONS SUCH AS FORM LINES, SHARP EDGES, AND

PROTRUSIONS SHALL NOT EXCEED 1/32 IN.

c. THE SURFACE THE CONCRETE SUBSTRATE SHALL BE PROFILED USING ABRASIVE

BLASTING AND/OR DISC GRINDING TO A MINIMUM ICRI CSP 3, AS DEFINED BY ICRI 310.2

OR TO THE TOLERANCES RECOMMENDED BY THE CFRP SYSTEM MANUFACTURER.

SURFACE CONTAMINATES (LAITANCE, SURFACE LUBRICANTS, BROKEN MORTAR PIECES,

PAINT COATINGS, STAINING, ETC.) MUST BE REMOVED BY ABRASIVE BLASTING AND/OR

DISC GRINDING. DUST GENERATED FROM SURFACE GRINDING MUST BE REMOVED USING

A CLEAN AIR BLOWER OR OTHER SUITABLE MEANS. IF THE DUST HAS BEEN REMOVED BY

MEANS OF WATER WASHING, THE SURFACE MUST BE THOROUGHLY DRIED.

B. MIXING OF EPOXY CONSTITUENT MATERIALS

a. EPOXY CONSITUENT MATERIALS (INCLUDING PRIMERS AND FILLERS) SHALL BE MIXED

ACCORDING TO THE CFRP SYSTEM MANUFACTURER'S INSTALLATION INSTRUCTIONS. ALL

COMPONENTS SHALL BE AT A PROPER TEMPERATURE AND MIXED IN THE

MANUFACTURER'S PRESCRIBED MIX RATIO UNTIL THERE IS A UNIFORM AND COMPLETE

MIXING OF COMPONENTS.

C. INSTALLATION OF CFRP LAMINATES BY THE WET LAY-UP TECHNIQUE

a. FOLLOW TECHNIQUE OUTLINE IN PROJECT SPECIFICATIONS.

D. REPAIR OF DEFECTIVE INSTALLATION

a. FOLLOW TECHNIQUE OUTLINED IN PROJECT SPECIFICATIONS.

PART 4 - STRUCTURAL STEEL & MISC. METALS

IN ADDITION TO STRUCTURAL STEEL, THIS SECTION ALSO

INCLUDES THE REPLACEMENT STACK COLUMNS.

STRUCTURAL STEEL DESIGN SPECIFICATIONS

A. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS.

B. AISI S100-16 NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS

(FOR REPLACEMENT STACK COLUMNS).

C. STEEL ELEMENTS FOR THE MODIFICATIONS SHOWN HEREIN

ARE DESIGNED USING THE LRFD APPROACH.

PART 6 - CONCRETE UNIT MASONRY

DESIGN STRENGTH

A. f’m=2,000 psi

MATERIALS

A. BLOCK

1. NORMAL WEIGHT

2. HOLLOW LOAD BEARING MASONRY UNITS, ASTM C90.

3. 2,650 PSI MINIMUM NET AREA COMPRESSIVE STRENGTH.

4. ALL BLOCK TO BE TWO CORE TYPE. USE A-TYPE AND H-

TYPE BLOCKS AT REINFORCING BARS.

B. WATER: POTABLE

C. SAND: ASTM C144

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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A V

Y N

A V

A L

F A

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IT

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IN

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C O

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A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

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IN

G C

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N D

M

ID

-A

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LA

N

TI

C

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

NAVSTA DRAWING NO.

12" = 1'-0"

S-002

B M

A H

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DO NOT MODIFY, REMOVE, OR

OTHERWISE INTERFERE WITH

(E) LALLY OR PIPE COLUMNS,

TYP 4 LOCS THIS SHEET.

(2) 33"x15" MECHANICAL OPENINGS AT

PREVIOUSLY INFILLED WALL OPENING.

SEE NOTE 10.27"X15" MECHANICAL

OPENING, SEE NOTE 10.

27"x15" MECHANICAL

OPENING, SEE NOTE 10.

REMOVE STACK COLUMNS

FOR MEP EQUIPMENT

PLACEMENT, TYP. THIS ROOM

REMOVE STACK COLUMNS

FOR MEP EQUIPMENT

PLACEMENT, TYP. AT BOTH

ROOMS AS INDICATED

35"x9" MECHANICAL OPENING, SEE NOTE 10.

27"x11" MECHANICAL

OPENING, SEE NOTE 10.

R R R R R R

RRRRR R

R R R R R R

R R R R R R

R R R R R R

R R R R R R

R R R R R R

R R

R R

R R

RR

R R

EX CONC. FOUNDATION WALL

EX CONC STACK

COLUMN PIER IN

CRAWL SPACE, TYP

EX MASONRY

FOUNDATION WALL

EX MASONRY WALL, TYP

EX INTERIOR PARTITION

WALL, TYP.

EX-SOG-UNK

EL -7'-11"

EX-SOG-UNK

EL -8'-11"

EX CONC. FOUNDATION WALL

CRAWL SPACE - CONTRACTOR TO

CONSIDER AS CONFINED SPACE

EX-SOG-UNK

EL -8'-11"

EX-SOG-UNK

EL -8'-11"

EX-SOG-UNK

EL -8'-11"

EX-SOG-UNK

EL -8'-11"

CRAWL SPACE - CONTRACTOR TO

CONSIDER AS CONFINED SPACE

CRAWL SPACE -

CONTRACTOR TO

CONSIDER AS

CONFINED SPACE

CRAWL SPACE - CONTRACTOR TO

CONSIDER AS CONFINED SPACE

3'x3'x4' REINFORCED CONCRETE SUMP PIT.

SEE A3/S-502. COORDINATE LOCATION WITH

PLUMBING AND MECHANICAL DRAWINGS.

3'x3'x4' REINFORCED CONCRETE SUMP PIT.

SEE A3/S-502. COORDINATE LOCATION WITH

PLUMBING AND MECHANICAL DRAWINGS.

SHEET NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES AND S-50X SERIES

DRAWINGS FOR TYPICAL CONCRETE, MASONRY, AND STEEL DETAILS.

2. REFER TO S-10X.X SERIES DRAWINGS FOR CONSTRUCTION PLANS.

3. NEW SECTION CUTS ARE PROVIDED ON DEMOLITION PLANS TO ASSIST

THE CONTRACTOR WITH THE EXTENT OF DEMOLITION REQUIRED.

4. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR DIMENSIONS NOT

SHOWN. REFER TO MECHANICAL DRAWINGS AND SUBMITTALS TO

CONFIRM/COORDINATE OPENING SIZES REQUIRED THROUGH EXISTING

STRUCTURE.

5. FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO

NEW CONSTRUCTION.

6. PROVIDE TEMPORARY SHORING WHERE REQUIRED UNTIL NEW STEEL

FRAMING IS IN PLACE.

7. BEFORE PROCEEDING WITH ANY WORK WITHIN OR ADJACENT TO THE

EXISTING STRUCTURE, THE CONTRACOR NEEDS TO BECOME FAMILIAR

WITH EXISTING CONDITIONS. DURING CONSTRUCTION, IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE

EXISTING STRUCTURE WHERE THE EXISTING STRUCTURE IS MODIFIED

TO ACCOMMODATE NEW CONSTRUCTION AND TO PROTECT FROM

DAMAGE THOSE PORTIONS OF THE EXISTING STRUCTURE, WHICH ARE

TO REMAIN.

8. THE CONTRACTOR SHALL NOT REMOVE OR MODIFY ANY EXISTING

BUILDING STRUCTURAL COLUMNS INCLUDING, BUT NOT LIMITED TO,

LALLY AND PIPE COLUMNS UNLESS EXPLICITLY SHOWN ON THESE

DRAWINGS.

9. THE CONTRACTOR SHALL NOT MODIFY ANY EXISTING ARCHED-FLOOR

CONSTRUCTION WITHOUT SUBMITTING FOR APPROVAL, AND

SUBSEQUENTLY GAINING APPROVAL FROM THE CONTRACTING OFFICER,

A REMOVAL PLAN THAT INCLUDES DETAILED PROCEDURES FOR

TEMPORARILY SHORING AND MAINTAINING FLOOR SYSTEM STABILITY

DURING CONSTRUCTION.

10. AT ALL NEW OPENINGS IN EXISTING MASONRY WALLS, CONTRACTOR TO

COORDINATE OPENING LOCATION AND SIZE WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS. PROVIDE STEEL LINTEL IN ACCORDANCE WITH

TYPICAL DETAILS.

LEGEND

R INDICATES REMOVAL OF EXISTING STACK COLUMN.

SLAB NOTE EX-SOG-UNK

EXISTING CONC SLAB ON GROUND OF UNKNOWN CONSTRUCTION.

4' 8' 16'0' 1/8" = 1'-0"

GRAPHIC SCALE:

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

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IN

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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UNCLASSIFIED

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KEY PLAN

NAVSTA DRAWING NO.

As indicated

SD-100.5

B M

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1/8" = 1'-0"

DEMOLITION FLOOR PLAN - BASEMENT LEVEL

A1

S Y

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D A

T E

A P

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REMOVE APRON SLAB, INTERIOR SLAB, AND WALKWAY WALL. PROVIDE

TEMPORARY SHORING AS NECESSARY DURING CONSTRUCTION.

REMOVE EX 4" SLAB ON GRADE AT

NEW ELEVATOR PIT AREA.

COORD EXTENTS WITH ARCH AND

EXISTING CONDITIONS.

SHORE EXISTING FOUNDATION

WALLS WHEN EXCAVATING.

CONTRACTOR WILL NEED TO

PROVIDE TEMPORARY SUPPORT OF

EXACAVATION AT SOUTH END, OR

REMOVE AND REPLACE ADDITIONAL

SLAB TO ACCOMMODATE A SLOPED

EXCAVATION.

VIF

13'-4" +/-

COORDINATE REMOVAL OF EXISTING PORTION OF DE

WELDON WALKWAY WALL WITH ARCH DRAWINGS.

PROVIDE TEMPORARY SHORING OF WALL AND ROOF

STRUCTURE AS REQUIRED.

COORDINATE REMOVAL OF EXISTING TRENCH DRAIN AND RE-

ROUTING OF EXISTING DRAINAGE WITH CIVIL DRAWINGS.

3 IN. DIA. MECHANICAL

OPENINGS SPACED AT 6 IN.

MIN. OC., TYP. SEE NOTE 10.

R

R

R

R

R

R

R

R

R

4'-8" x 1'-4" OPENING IN REINFORCED

CONCRETE FLOOR SLAB.

SEE DETAIL

FOR OPENING SUPPORT FRAMING

BETWEEN EX CONCRETE BEAMS.

E X

-S O

G -4

E L

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3 IN. DIA. MECHANICAL

OPENINGS SPACED AT 6 IN.

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

C3 ON S-511

EX-S4

EL 0'-0"

EX-S4

EL 0'-0"

EX-SOG-4

EL 0'-0"

EX-S-UNK

EL 0'-0"

EX-S-ARCH

EL 0'-0"

ϕ ϕ ϕ ϕ ϕ ϕ ϕ ϕ ϕ

ASSUMED LOCATION OF EXISTING REINFORCED CONCRETE BEAMS

SUPPORTING THE LEVEL 1.0 FLOOR SLAB, TYP.

EXISTING BUILDING DRAWINGS ARE NOT AVAILABLE FOR THIS

AREA. CONTRACTOR TO VERIFY EXISTING CONDITIONS. SEE

MECHANICAL DRAWINGS FOR SLAB OPENINGS IN THIS AREA. DO

NOT DEMOLISH PORTIONS OF A BEAM. NOTIFY CONTRACTING

OFFICER IF PROPOSED OPENING CONFLICTS WITH A BEAM.

2'-6" x 1'-0" OPENING IN REINFORCED CONCRETE FLOOR

SLAB AT DE WELDON WALKWAY. SEE DETAIL

FOR OPENING SUPPORT FRAMING BETWEEN EX

CONCRETE BEAMS. SHORING OF THE FLOOR SLAB AND

EXTERIOR WALL IS REQUIRED.

C3 ON S-511

AT EX-SOG-4, REMOVE SLAB AND TRENCH TO

INTERIOR WALL, CORE THROUGH WALL WITH 3"

OPENINGS AT 5 1/2" OC. SEE DETAIL A1/S-502.

COORDINATE TRENCH WIDTH WITH MECHANICAL

DRAWING REQUIREMENTS.

R

R ϕ

R

R

R

R

R

R

R

R

3 IN. DIA. MECHANICAL OPENINGS

SPACED AT 6 IN. MIN. OC., TYP.

SEE NOTE 10 AND PROVIDE SLAB

SUPPORT FRAMING PER C3/S-511.

3 IN. DIA. MECHANICAL OPENINGS

SPACED AT 6 IN. MIN. OC., TYP.

SEE NOTE 10 AND PROVIDE SLAB

SUPPORT FRAMING PER C3/S-511.

3 IN. DIA. MECHANICAL OPENINGS

SPACED AT 6 IN. MIN. OC., TYP.

SEE NOTE 10 AND PROVIDE SLAB

SUPPORT FRAMING PER C3/S-511.

EX STACK COLUMNS AND STAIR

SUPPORT POSTS TO REMAIN.

SEE A1/S-401 FOR NEW POSTS.

B3 S-511

3 IN. DIA. MECHANICAL OPENINGS SPACED AT 6 IN.

MIN. OC. AT EX-S-ARCH, TYP. DO NOT CUT

THROUGH BEAMS, PROVIDE TEMPORARY SHORING,

AND NEW FRAMING PER B3/S-511.

AT EX-SOG-4, TRENCH TO INTERIOR

WALL, CORE THROUGH WALL WITH 3"

OPENINGS AT 5 1/2" OC. SEE DETAIL

A1/S-502. REPLACE EX-SOG-4 WITH

SOG-6. COORDINATE TRENCH WIDTH

WITH MECHANICAL DRAWING

REQUIREMENTS.

σ σ σ σ σ σ σ σ σ

SHEET NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES AND

S-50X SERIES DRAWINGS FOR TYPICAL CONCRETE,

MASONRY, AND STEEL DETAILS.

2. REFER TO S-10X.X SERIES DRAWINGS FOR

CONSTRUCTION PLANS.

3. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR

DIMENSIONS NOT SHOWN. REFER TO MECHANICAL

DRAWINGS AND SUBMITTALS TO CONFIRM/

COORDINATE OPENING SIZES REQUIRED THROUGH

EXISTING STRUCTURE.

4. FIELD VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS PRIOR TO NEW CONSTRUCTION.

5. PROVIDE TEMPORARY SHORING WHERE REQUIRED

UNTIL NEW STEEL FRAMING IS IN PLACE.

6. BEFORE PROCEEDING WITH ANY WORK WITHIN OR

ADJACENT TO THE EXISTING STRUCTURE, THE

CONTRACTOR NEEDS TO BECOME FAMILIAR WITH

EXISTING CONDITIONS. DURING CONSTRUCTION, IT

SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO

MAINTAIN THE INTEGRITY OF THE EXISTING

STRUCTURE WHERE THE EXISTING STRUCTURE IS

MODIFIED TO ACCOMMODATE NEW CONSTRUCTION

AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF

THE EXISTING STRUCTURE, WHICH ARE TO REMAIN.

7. THE CONTRACTOR SHALL NOT REMOVE OR MODIFY

ANY EXISTING BUILDING STRUCTURAL COLUMNS

INCLUDING, BUT NOT LIMITED TO, LALLY COLUMNS

UNLESS EXPLICITLY SHOWN ON THESE DRAWINGS.

8. THE CONTRACTOR SHALL NOT MODIFY ANY EXISTING

ARCHED-FLOOR CONSTRUCTION WITHOUT SUBMITTING

FOR APPROVAL, AND SUBSEQUENTLY GAINING

APPROVAL FROM THE CONTRACTING OFFICER, A

REMOVAL PLAN THAT INCLUDES DETAILED

PROCEDURES FOR TEMPORARILY SHORING AND

MAINTAINING FLOOR SYSTEM STABILITY DURING

CONSTRUCTION.

9. REMOVE STACK COLUMNS FOR NEW CORRIDORS.

PROVIDE TEMPORARY SHORING AT ALL LOCATIONS.

SEE S-10X.X SERIES FLOOR PLANS AND FLOOR

STRENGTHENING DETAILS ON S-510 FOR NEW

CONSTRUCTION TO SUPPORT (E) STACK AREA FLOOR

SLAB.

10. DO NOT DAMAGE EXISTING REINFORCEMENT AT NEW 3

IN. MECHANICAL OPENINGS. USE NON-DESTRUCTIVE

TESTING TO LOCATE SLAB REINFORCEMENT BEFORE

CORE DRILLING OPENINGS. CONFIRM LOCATIONS WITH

MECHANICAL DRAWINGS BEFORE PROCEEDING WITH

WORK.

11. AT ALL OPENINGS, CONTRACTOR TO CONFIRM

EXISTING CONDITIONS AND COORDINATE OPENING

LOCATION AND SIZE WITH ARCHITECTURAL, PLUMBING,

FIRE LIFE SAFETY, AND MECHANICAL DRAWINGS.

TEMPORARY SHORING OF ARCHED FLOOR SYSTEM IS

REQUIRED. LOCATE OPENING SUCH THAT PROPOSED

STRENGTHENING MEMBERS DO NOT CONFLICT WITH

EX MASONRY WALLS.

SLAB NOTE EX-SOG-4

EXISTING 4" (MIN) THICK CONCRETE SLAB ON GRADE

REINFORCED WITH 6x6 10/10 (6x6 W1.4xWx1.4) WIRE MESH.

SLAB NOTE EX-S4

EXISTING 4" THICK TWO-WAY CONCRETE SLAB

REINFORCED WITH 6x6 10/10 (6x6 W1.4xW1.4) WIRE MESH.

SLAB NOTE EX-S-ARCH

EXISTING ARCHED CONCRETE FLOOR SLAB SYSTEM WITH

EMBEDDED 9" I-BEAM 21 LBS/FT AT SPRING LINE AND

LONGITUDINAL 12" I-BEAM 40 LBS/FT STEEL GIRDERS.

LEGEND

R INDICATES REMOVAL OF EXISTING STACK COLUMN, SEE NOTE 9.

ϕ INDICATES OPENING FOR MECHANICAL EQUIPMENT IN ARCHED

FLOOR SLAB. SEE NOTES 8 & 11 AND DETAIL C1 ON S-511.

σ INDICATES OPENING FOR 3" MECHANICAL PIPES IN ARCHED

FLOOR SLAB. SEE NOTES 8 & 11 AND DETAIL B3 ON S-511.

α INDICATES OPENING FOR MECHANICAL EQUIPMENT IN STACK

ROOM TWO-WAY CONCRETE FLOOR SLAB, SEE NOTE 11. SEE

CONSTRUCTION PLANS AND DETAILS ON S-511 FOR SLAB

REINFORCEMENT.

SLAB NOTE EX-S-UNK

EXISTING CONCRETE SLAB OF UNKNOWN CONSTRUCTION.

4' 8' 16'0' 1/8" = 1'-0"

GRAPHIC SCALE:

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T

LA

N

TI

C

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

KEY PLAN

NAVSTA DRAWING NO.

As indicated

SD-101.0

B M

A H

A N

H A

L L

D E

M O

LI

TI

O N

F

LO

O R

P

LA

N

LE

V

E L

1.

JCV/DJK

12828271

JEH JEH

B.COLLARD

1637267

N E

W P

O R

T , R

I N

A V

A L

S T

A T

IO

N

N E

W P

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G.MONTANI

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N A

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R A

N D

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S , N

W C

45033-415

1/8" = 1'-0"

DEMOLITION FLOOR PLAN - LEVEL 1.0

A1

S Y

M D

E S

C R

IP

TI

O N

D A

T E

A P

P R

IS

S

U E

F O

R

0% S

U B

M

IT

TA

L

/1

7/

0%

P R

E -F

IN

A

L S

U B

M

IT

T A

L

/0 2/

IS

S

U E

F O

R F

IN

A

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U B

M

IT

TA

L

/3

0/

IS

S

U E

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ID

/3

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KRIbarreta

REMOVE EX STRUCTURAL SLAB AT

ELEVATOR HOISTWAY. SEE FLOOR

PLANS FOR EXTENTS AND NEW STEEL

FRAMING. PROVIDE TEMPORARY

SHORING OF EXISTING SLAB.

REMOVE WALKWAY WALL. PROVIDE

TEMPORARY SHORING OF EX ROOF

STRUCTURE AS NECESSARY DURING

CONSTRUCTION.

3" Ø MECHANICAL OPENINGS

SPACED AT 5 1/2" MIN. OC., TYP.

SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 5 1/2"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

3" Ø MECHANICAL OPENINGS SPACED AT

5 1/2" MIN. OC., TYP. SEE NOTE 10.

10"x10" EXHAUST DUCT OPENING IN EX SLAB, COORD

SIZE & LOC W/ MECH AND ARCH DWGS.

STRENGTHEN WITH CFRP REINF. SHORE UNTIL CFRP IS

IN-PLACE. SEE CONSTRUCTION PLANS AND DETAILS.

EX-S4

EL 7'-5 1/2"

EX-S4

EL 7'-5 1/2"

E X

-S

E L

/2

E X

-S

E L

/2

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

EX DE WELDON WALKWAY

α α α

EX STACK COLUMNS AND STAIR

SUPPORT POSTS TO REMAIN.

SEE A1/S-401 FOR NEW POSTS.

3" Ø MECHANICAL OPENING, COORD

WITH MECH. SEE NOTE 10.

REMOVE PORTION OF DEWELDON WALKWAY WALL FOR MECH LOUVER. SHORING REQUIRED.

DO NOT REMOVE STRUCTURAL BEAM SUPPORTING ROOF AND/OR WALL PANEL. SHORE WALL

AND ROOF BEFORE DEMOLISHING OPENING FOR DOOR. INFORM THE CONTRACTING OFFICER

AND EOR OF EX CONDITIONS. RESUPPORT ROOF WITH W12x26 LINTEL FROM DEWELDON

WALKWAY COLUMN TO EX BUILDING IF EX BEAM IS NOT DISCOVERED. EX CONSTRUCTION OF

WALKWAY WALL UNKNOWN; CONTRACTOR TO SUBMIT SHOP DRAWINGS TO CONTRACTING

OFFICER BEFORE STARTING CONSTRUCTION. CONTRACTOR TO ASSUME VERTICAL AND

HORIZONTAL STEEL FRAMING AROUND OPENING.

SHEET NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES AND

S-50X SERIES DRAWINGS FOR TYPICAL CONCRETE,

MASONRY, AND STEEL DETAILS.

2. REFER TO S-10X.X SERIES DRAWINGS FOR

CONSTRUCTION PLANS.

3. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR

DIMENSIONS NOT SHOWN. REFER TO MECHANICAL

DRAWINGS AND SUBMITTALS TO CONFIRM/

COORDINATE OPENING SIZES REQUIRED THROUGH

EXISTING STRUCTURE.

4. FIELD VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS PRIOR TO NEW CONSTRUCTION.

5. PROVIDE TEMPORARY SHORING WHERE REQUIRED

UNTIL NEW STEEL FRAMING IS IN PLACE.

6. BEFORE PROCEEDING WITH ANY WORK WITHIN OR

ADJACENT TO THE EXISTING STRUCTURE, THE

CONTRACTOR NEEDS TO BECOME FAMILIAR WITH

EXISTING CONDITIONS. DURING CONSTRUCTION, IT

SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO

MAINTAIN THE INTEGRITY OF THE EXISTING

STRUCTURE WHERE THE EXISTING STRUCTURE IS

MODIFIED TO ACCOMMODATE NEW CONSTRUCTION

AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF

THE EXISTING STRUCTURE, WHICH ARE TO REMAIN.

7. THE CONTRACTOR SHALL NOT REMOVE OR MODIFY

ANY EXISTING BUILDING STRUCTURAL COLUMNS

INCLUDING, BUT NOT LIMITED TO, LALLY COLUMNS

UNLESS EXPLICITLY SHOWN ON THESE DRAWINGS.

8. THE CONTRACTOR SHALL NOT MODIFY ANY EXISTING

ARCHED-FLOOR CONSTRUCTION WITHOUT SUBMITTING

FOR APPROVAL, AND SUBSEQUENTLY GAINING

APPROVAL FROM THE CONTRACTING OFFICER, A

REMOVAL PLAN THAT INCLUDES DETAILED

PROCEDURES FOR TEMPORARILY SHORING AND

MAINTAINING FLOOR SYSTEM STABILITY DURING

CONSTRUCTION.

9. REMOVE STACK COLUMNS FOR NEW CORRIDORS.

PROVIDE TEMPORARY SHORING AT ALL LOCATIONS.

SEE S-10X.X SERIES FLOOR PLANS AND FLOOR

STRENGTHENING DETAILS ON S-510 FOR NEW

CONSTRUCTION TO SUPPORT (E) STACK AREA FLOOR

SLAB.

10. DO NOT DAMAGE EXISTING REINFORCEMENT AT NEW 3

IN. MECHANICAL OPENINGS. USE NON-DESTRUCTIVE

TESTING TO LOCATE SLAB REINFORCEMENT BEFORE

CORE DRILLING OPENINGS. CONFIRM LOCATIONS WITH

MECHANICAL DRAWINGS BEFORE PROCEEDING WITH

WORK.

11. AT ALL OPENINGS, CONTRACTOR TO CONFIRM

EXISTING CONDITIONS AND COORDINATE OPENING

LOCATION AND SIZE WITH ARCHITECTURAL, PLUMBING,

FIRE LIFE SAFETY, AND MECHANICAL DRAWINGS.

TEMPORARY SHORING OF ARCHED FLOOR SYSTEM IS

REQUIRED. LOCATE OPENING SUCH THAT PROPOSED

STRENGTHENING MEMBERS DO NOT CONFLICT WITH

EX MASONRY WALLS.

SLAB NOTE EX-S4

EXISTING 4" THICK TWO-WAY CONCRETE SLAB

REINFORCED WITH 6x6 10/10 (6x6 W1.4xW1.4) WIRE MESH.

SLAB NOTE EX-S5

EXISTING 5" THICK CONCRETE SLAB REINFORCED WITH

#5 BARS AT 11" OC IN DIRECTION OF SPAN.

LEGEND

R INDICATES REMOVAL OF EXISTING STACK COLUMN, SEE NOTE 9.

α INDICATES OPENING FOR MECHANICAL EQUIPMENT IN STACK

ROOM TWO-WAY CONCRETE FLOOR SLAB, SEE NOTE 11. SEE

4' 8' 16'0' 1/8" = 1'-0"

GRAPHIC SCALE:

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T

LA

N

TI

C

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

KEY PLAN

NAVSTA DRAWING NO.

As indicated

SD-101.5

B M

A H

A N

H A

L L

D E

M O

LI

TI

O N

F

LO

O R

P

LA

N

LE

V

E L

1.

JCV/DJK

12828272

JEH JEH

B.COLLARD

1637267

N E

W P

O R

T , R

I N

A V

A L

S T

A T

IO

N

N E

W P

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E N

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G.MONTANI

R.REGAN

P.BAKAJ

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R A

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IN

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R R

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45034-415

1/8" = 1'-0"

DEMOLITION FLOOR PLAN - LEVEL 1.5

A1

S Y

M D

E S

C R

IP

TI

O N

D A

T E

A P

P R

IS

S

U E

F O

R

0% S

U B

M

IT

TA

L

/1

7/

0%

P R

E -F

IN

A

L S

U B

M

IT

T A

L

/0 2/

IS

S

U E

F O

R F

IN

A

L S

U B

M

IT

TA

L

/3

0/

IS

S

U E

D F

O R

B

ID

/3

0/

KRIbarreta

REMOVE EX STRUCTURAL SLAB AT

ELEVATOR HOISTWAY. SEE FLOOR

PLANS FOR EXTENTS AND NEW STEEL

FRAMING. PROVIDE TEMPORARY

SHORING OF EXISTING SLAB.

3" Ø MECHANICAL OPENINGS

SPACED AT 5 1/2" MIN. OC.,

TYP. SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6" MIN. OC., TYP.

SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL OPENINGS SPACED AT

6" MIN. OC., TYP. SEE NOTE 10.

R

R

R

R

R

R

R R

R

10"x10" EXHAUST DUCT OPENING IN EX SLAB, COORD SIZE

& LOC W/ MECH AND ARCH DWGS.

STRENGTHEN WITH CFRP REINF. SHORE UNTIL CFRP IS

IN-PLACE. SEE CONSTRUCTION PLANS AND DETAILS.

DEMOLISH EX CONNECTOR ROOF SOUTH

OF EX MASONRY WALL TO REMAIN

EX CONNECTOR ROOF TO REMAIN

EX DE WELDON WALKWAY

EX-S4

EL 14'-11"

EX-S4

EL 14'-11"

E X

-S

E L

E X

-S

E L

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

EX-S-UNK

EL 14'-11" EX-S-ARCH

EL 14'-11"

R

3" Ø MECHANICAL OPENINGS

SPACED AT 6'-0" MIN. OC.,

TYP. SEE NOTE 10.

3" Ø MECHANICAL OPENINGS

SPACED AT 6'-0" MIN. OC.,

TYP. SEE NOTE 10.

EX STACK COLUMNS AND STAIR

SUPPORT POSTS TO REMAIN.

SEE A1/S-401 FOR NEW POSTS.

SHEET NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES AND

S-50X SERIES DRAWINGS FOR TYPICAL CONCRETE,

MASONRY, AND STEEL DETAILS.

2. REFER TO S-10X.X SERIES DRAWINGS FOR

CONSTRUCTION PLANS.

3. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR

DIMENSIONS NOT SHOWN. REFER TO MECHANICAL

DRAWINGS AND SUBMITTALS TO CONFIRM/

COORDINATE OPENING SIZES REQUIRED THROUGH

EXISTING STRUCTURE.

4. FIELD VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS PRIOR TO NEW CONSTRUCTION.

5. PROVIDE TEMPORARY SHORING WHERE REQUIRED

UNTIL NEW STEEL FRAMING IS IN PLACE.

6. BEFORE PROCEEDING WITH ANY WORK WITHIN OR

ADJACENT TO THE EXISTING STRUCTURE, THE

CONTRACTOR NEEDS TO BECOME FAMILIAR WITH

EXISTING CONDITIONS. DURING CONSTRUCTION, IT

SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO

MAINTAIN THE INTEGRITY OF THE EXISTING

STRUCTURE WHERE THE EXISTING STRUCTURE IS

MODIFIED TO ACCOMMODATE NEW CONSTRUCTION

AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF

THE EXISTING STRUCTURE, WHICH ARE TO REMAIN.

7. THE CONTRACTOR SHALL NOT REMOVE OR MODIFY

ANY EXISTING BUILDING STRUCTURAL COLUMNS

INCLUDING, BUT NOT LIMITED TO, LALLY COLUMNS

UNLESS EXPLICITLY SHOWN ON THESE DRAWINGS.

8. THE CONTRACTOR SHALL NOT MODIFY ANY EXISTING

ARCHED-FLOOR CONSTRUCTION WITHOUT SUBMITTING

FOR APPROVAL, AND SUBSEQUENTLY GAINING

APPROVAL FROM THE CONTRACTING OFFICER, A

REMOVAL PLAN THAT INCLUDES DETAILED

PROCEDURES FOR TEMPORARILY SHORING AND

MAINTAINING FLOOR SYSTEM STABILITY DURING

CONSTRUCTION.

9. REMOVE STACK COLUMNS FOR NEW CORRIDORS.

PROVIDE TEMPORARY SHORING AT ALL LOCATIONS.

SEE S-10X.X SERIES FLOOR PLANS AND FLOOR

STRENGTHENING DETAILS ON S-510 FOR NEW

CONSTRUCTION TO SUPPORT (E) STACK AREA FLOOR

SLAB.

10. DO NOT DAMAGE EXISTING REINFORCEMENT AT NEW 3

IN. MECHANICAL OPENINGS. USE NON-DESTRUCTIVE

TESTING TO LOCATE SLAB REINFORCEMENT BEFORE

CORE DRILLING OPENINGS. CONFIRM LOCATIONS WITH

MECHANICAL DRAWINGS BEFORE PROCEEDING WITH

WORK.

11. AT ALL OPENINGS, CONTRACTOR TO CONFIRM

EXISTING CONDITIONS AND COORDINATE OPENING

LOCATION AND SIZE WITH ARCHITECTURAL, PLUMBING,

FIRE LIFE SAFETY, AND MECHANICAL DRAWINGS.

TEMPORARY SHORING OF ARCHED FLOOR SYSTEM IS

REQUIRED. LOCATE OPENING SUCH THAT PROPOSED

STRENGTHENING MEMBERS DO NOT CONFLICT WITH

EX MASONRY WALLS.

SLAB NOTE EX-S-ARCH

EXISTING ARCHED CONCRETE FLOOR SLAB SYSTEM WITH

EMBEDDED 9" I-BEAM 21 LBS/FT AT SPRING LINE AND

LONGITUDINAL 12" I-BEAM 40 LBS/FT STEEL GIRDERS.

SLAB NOTE EX-S-UNK

EXISTING CONCRETE SLAB OF UNKNOWN CONSTRUCTION.

SLAB NOTE EX-S5

EXISTING 5" THICK CONCRETE SLAB REINFORCED WITH

#5 BARS AT 11" OC IN DIRECTION OF SPAN.

SLAB NOTE EX-S4

EXISTING 4" THICK TWO-WAY CONCRETE SLAB

REINFORCED WITH 6x6 10/10 (6x6 W1.4xW1.4) WIRE MESH.

LEGEND

R INDICATES REMOVAL OF EXISTING STACK COLUMN, SEE NOTE 9.

α INDICATES OPENING FOR MECHANICAL EQUIPMENT IN STACK

ROOM TWO-WAY CONCRETE FLOOR SLAB, SEE NOTE 11. SEE

4' 8' 16'0' 1/8" = 1'-0"

GRAPHIC SCALE:

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T

LA

N

TI

C

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

KEY PLAN

NAVSTA DRAWING NO.

As indicated

SD-102.0

B M

A H

A N

H A

L L

D E

M O

LI

TI

O N

F

LO

O R

P

LA

N

LE

V

E L

2.

JCV/DJK

12828273

JEH JEH

B.COLLARD

1637267

N E

W P

O R

T , R

I N

A V

A L

S T

A T

IO

N

N E

W P

O R

T

P U

B L

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W O

R K

S D

E P

A R

T M

E N

T

G.MONTANI

R.REGAN

P.BAKAJ

N A

V A

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T A

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N N

E W

P O

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45035-415

1/8" = 1'-0"

DEMOLITION FLOOR PLAN - LEVEL 2.0

A1

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KRIbarreta

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

3" Ø MECHANICAL

OPENINGS SPACED AT 6"

MIN. OC., TYP. SEE NOTE 10.

EX-S4

EL 22'-4 1/2"

EX-S4

EL 22'-4 1/2"

EX STACK COLUMNS AND STAIR

SUPPORT POSTS TO REMAIN.

SEE A1/S-401 FOR NEW POSTS.

REMOVE AND REPLACE EX LINTEL AT

LEVEL 2.5 AT NEW DOOR OPENING TO

ELEVATOR LOBBY. SHORING REQUIRED.

SHEET NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES AND

S-50X SERIES DRAWINGS FOR TYPICAL CONCRETE,

MASONRY, AND STEEL DETAILS.

2. REFER TO S-10X.X SERIES DRAWINGS FOR

CONSTRUCTION PLANS.

3. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR

DIMENSIONS NOT SHOWN. REFER TO MECHANICAL

DRAWINGS AND SUBMITTALS TO CONFIRM/

COORDINATE OPENING SIZES REQUIRED THROUGH

EXISTING STRUCTURE.

4. FIELD VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS PRIOR TO NEW CONSTRUCTION.

5. PROVIDE TEMPORARY SHORING WHERE REQUIRED

UNTIL NEW STEEL FRAMING IS IN PLACE.

6. BEFORE…