DrawingsAsOneB_Part3.pdf

PDF 2 MB Posted Aug 30, 2019

Attached to: Renovate B-87 & 85, MCAS, Cherry Point, NC Federal contract opportunity
Solicitation number: N40085-19-B-4003
Issued by: Department of the Navy Naval Facilities Engineering Command

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Drawings Part 3 of 22

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Other files attached to Renovate B-87 & 85, MCAS, Cherry Point, NC, newest first.
File	Type	Posted
Amend_01_-_6876326.pdf	PDF	Sep 23, 2019
DrawingsAsOneB_Part16.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part5.pdf	PDF	Aug 30, 2019
Solicitation_-_19B4003.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part18.pdf	PDF	Aug 30, 2019
SpecsAsOne1_Part2.pdf	PDF	Aug 30, 2019
SpecsAsOne1_Part1.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part19.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part8.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part2.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part7.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part14.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part20.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part22.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part9.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part1.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part15.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part13.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part11.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part12.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part6.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part10.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part4.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part21.pdf	PDF	Aug 30, 2019
DrawingsAsOneB_Part17.pdf	PDF	Aug 30, 2019

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T/6

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1/ 2"

3/8"

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12782493

S-001

V. STRUCTURAL MASONRY:

1. COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS (CMU) SHALL BE 1900 PSI

ON NET AREA.

2. COMPRESSIVE STRENGTH OF MORTAR SHALL BE 1800 PSI AT 28 DAYS, AND SHALL

BE TYPE S.

3. COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE SHALL BE 1500 PSI ON NET

AREA.

4. ALL GROUT WITHIN CMU WALLS SHALL BE 3000 PSI PEA GRAVEL GROUT PLACED IN

4'-0" MAX. VERTICAL LIFTS.

VI. STRUCTURAL STEEL:

1. ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY=50 KSI, UNLESS

NOTED OTHERWISE.

2. ALL STRUCTURAL STEEL TUBE SHAPES SHALL CONFORM TO ASTM A500, GRADE B,

FY=46 KSI, UNLESS NOTED OTHERWISE.

3. ALL STRUCTURAL STEEL PIPE SHAPES SHALL CONFORM TO ASTM A53,

TYPE E OR S, GRADE B, FY=36 KSI, UNLESS NOTED OTHERWISE.

4. ALL MISCELLANEOUS STRUCTURAL STEEL SHALL CONFORM TO ASTM A36, FY=36 KSI,

UNLESS NOTED OTHERWISE.

5. BOLTS FOR BOLTED CONNECTIONS SHALL BE 3/4" DIAMETER, ASTM A325, TYPE N,

SNUG TIGHT, UNLESS NOTED OTHERWISE.

6. FABRICATOR SHALL DESIGN BEAM CONNECTIONS PER LOADS PROVIDED IN AISC

UNIFORM LOAD TABLES, UNLESS NOTED OTHERWISE.

7. ALL BEAMS AND GIRDERS SHALL HAVE THEIR ROLLING CAMBER PLACED UP.

8. NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL MEMBERS SHALL BE MADE

WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER. HOLES, SLOTS,

CUTS, ETC., ARE NOT PERMITTED THROUGH ANY MEMBER UNLESS THEY ARE

DETAILED ON THE APPROVED SHOP DRAWINGS.

9. SPLICING OF STRUCTURAL STEEL MEMBERS, WHERE NOT DETAILED, IS PROHIBITED

WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

10.ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, UNLESS NOTED OTHERWISE.

11.NO FINAL BOLTING OR WELDING SHALL BE DONE UNTIL AS MUCH OF THE

STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED.

12.ALL WELDS SHALL CONFORM TO AWS D1.1, SERIES E70XX

VII. STRUCTURAL WOOD:

1. STRUCTURAL WOOD FOR LOAD-BEARING WALL STUDS AND SILL PLATES SHALL BE

SPRUCE-PINE-FIR #2. ALL OTHER STRUCTURAL WOOD FOR FLOOR AND ROOF

FRAMING SHALL BE SOUTHERN YELLOW PINE #2 (SYP#2). ALL STRUCTURAL WOOD

SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19%, UNLESS NOTED OTHERWISE.

2. WOOD MEMBERS SHALL NOT BE CUT FOR PLUMBING OR WIRING UNLESS DETAILED ON

THE APPROVED SHOP DRAWINGS.

VIII.MISCELLANEOUS:

1. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL AND PME

DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS

INTO THEIR SHOP DRAWINGS AND WORK.

2. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT WRITTEN

APPROVAL OF THE CONTRACTING OFFICER.

3. NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE

WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

4. OPENINGS 1'-4" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE

STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL AND PME DRAWINGS FOR SUCH

OPENINGS.

5. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION

LOADS APPLIED TO THE STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT

EXCEED THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE

APPLIED.

6. FIRE PROOFING METHODS AND MATERIALS FOR STRUCTURAL MEMBERS ARE NOT

SHOWN ON STRUCTURAL DRAWINGS, UNLESS NOTED OTHERWISE. REFER TO

ARCHITECTURAL DRAWINGS FOR FIRE PROOFING METHODS AND MATERIALS.

7. DO NOT SCALE THESE DRAWINGS; USE DIMENSIONS.

I. DESIGN CRITERIA:

1. BUILDING CODES.....................2012 IBC "INTERNATIONAL BUILDING CODE"

UFC 1-200-01 "GENERAL BUILDING REQUIREMENTS"

UFC 3-301-01 "STRUCTURAL ENGINEERING"

UFC 4-010-01, "MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS"

2. BUILDING OCCUPANCY CATEGORY.......................................... II

3. SUPERIMPOSED DEAD LOADS:

a)ROOF........................................................... 10 PSF b)MISCELLANEOUS.................................................. 10 PSF

4. DESIGN LIVE LOADS:

a)ROOF........................................................... 20 PSF b)MECHANICAL/ELECTRICAL ROOMS .................................. 200 PSF c)CORRIDORS..................................................... 100 PSF d)OFFICE......................................................... 50 PSF

5. SNOW:

a)GROUND SNOW LOAD .............................................. 10 PSF b)FLAT ROOF SNOW LOAD............................................. 7 PSF c)SNOW EXPOSURE FACTOR, Ce ......................................... 1.0 d)IMPORTANCE FACTOR, Is ........................................... 1.0 e)THERMAL FACTOR, Ct................................................ 1.0

6. WIND:

a)BASIC WIND SPEED (3 SECOND GUST) ............................. 138 MPH b)WIND EXPOSURE CATEGORY.............................................. B c)RISK CATEGORY .................................................... II d)INTERNAL PRESSURE COEFFICIENT................................ +/- 0.18 e)ROOF COMPONENTS AND CLADDING................. SEE TABLE ON SHEET S-002 f)WALL COMPONENTS AND CLADDING................. SEE TABLE ON SHEET S-002 g)WIND BASE SHEAR ................................. Vx = 35 K, Vy = 57 K

7. SEISMIC:

a)SITE CLASS.......................................................... D b)IMPORTANCE FACTOR, Ie............................................. 1.0 c)MAPPED SPECTRAL RESPONSE ACCELERATION, Ss ..................... 0.13 G d)ONE SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT, S1 ........... 0.07 G e)SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, SDS ............... 0.13 G f)ONE SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT, SD1........... 0.10 G g)SEISMIC DESIGN CATEGORY............................................. B h)BASIC SEISMIC FORCE RESISTING SYSTEM................ EXISTING BUILDING

II. ANTI-TERRORISM FORCE PROTECTION

1) UNCONTROLLED PERIMETER, EXPLOSIVE WEIGHT I

2) ADDITIONS ARE CLASSIFIED AS LOW OCCUPANCY AND ARE STRUCTURALLY

ISOLATED AND THEREFORE ARE EXEMPT FROM ATFP REQURIEMENTS.

III. FOUNDATIONS:

1. FOUNDATION DESIGN IS BASED ON A PRESUMED ALLOWABLE SOIL BEARING PRESSURE

OF 2000 PSF.

IV. STRUCTURAL CONCRETE:

1. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI,

UNLESS NOTED OTHERWISE.

2. NORMAL-WEIGHT CONCRETE SHALL HAVE A MAXIMUM UNIT WEIGHT OF 145 PCF,

UNLESS NOTED OTHERWISE.

3. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GR60, INCLUDING TIES AND

STIRRUPS, UNLESS NOTED OTHERWISE.

4. MINIMUM CONCRETE COVER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

b)UNFORMED SURFACES IN CONTACT WITH THE GROUND....................... 3" c)FORMED SURFACES EXPOSED TO EARTH OR WEATHER........................ 2" d)FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER.................1 1/2"

6. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE THE FINISH

IS NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI 301.

7. PLUMBING, MECHANICAL, AND ELECTRICAL (PME) DRAWINGS SHALL BE REFERRED TO

FOR DRAINS, SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC.

AutoCAD SHX Text NOTE: DO NOT PROVIDE CUT SLOT AND SEALANT WHERE SLAB HAS A FLOOR COVERING. SEE ARCHITECTURAL DRAWINGS FOR FINISH LOCATIONS.

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BONDBREAKER OR BACKUP ROD (TYP)

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REINFORCEMENT

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CONSTRUCTION JOINT

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CUT SLOT FOR JOINT SEALER ONLY WHERE SLAB IS EXPOSED (TYP)

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REINFORCEMENT

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JOINT SEALER (TYP)

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1/8" FIBERBOARD STRIP SAW CUT OR PRE-MOLDED PLASTIC INSERT

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CONTROL JOINT

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PIPE COLUMN - SEE PLAN

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COL. & FTG.

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(4) 3/4" F1554 ANCHOR RODS W/LEVELING NUTS - PROVIDE 3" 90° HOOK& 9" MIN. EMBEDMENT

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BASE PL 3/4 X 12 X 1'-0"

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POUR CONCRETE PLUG DOWN TO TOP OF FOOTING

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(5) #5 BARS E.W. - BOTT. ONLY

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1 1/2" NON-SHRINK GROUT

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EXIST. 6" CONC. SLAB

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TOP / FOOTING

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SEE PLAN

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F3 FOOTING DETAIL

AutoCAD SHX Text ANCHOR RODS MAY BE SUBSTITUTED WITH 3/4" EPOXY ADHESIVEANCHORS, MIN. EMBED = 8" IF REQUIRED FOR COLUMN INSTALLATION

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3/4" EPOXYADHESIVE ANCHOR SYSTEM

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EXISTING FOOTING TO REMAIN - ROUGHEN FACE TO 1/4" AMPLITUDE

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TYP. CONNECTION TO EXISTING FOOTING

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T.O. FTG.

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MATCH EXIST.

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DEPARTMENT OF THE NAVY

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SCALE:

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CONSTR. CONTR. NO.

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SHEET

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NAVFAC DRAWING NO.

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DRAWFORM REVISION: 10 MARCH 2009

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CHK

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SATISFACTORY TO

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SEAL

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A/E INFO

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EPROJECT NO.:

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IPT MARINE CORPS

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NAVAL STATION - NORFOLK, VA

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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AS SHOWN

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TYPICAL CONSTRUCTION DETAILS

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1. TYPICAL DETAILS SHOWN ON THIS SHEET APPLY THROUGHOUT THE PROJECT, IN ALL CASES, UNLESS NOTED OTHERWISE. TYPICAL DETAILS SHOWN ON THIS SHEET APPLY THROUGHOUT THE PROJECT, IN ALL CASES, UNLESS NOTED OTHERWISE. 2. TYPICAL DETAILS MAY NOT BE SPECIFICALLY REFERENCED ON FOUNDATION PLANS OR FRAMING PLANS.TYPICAL DETAILS MAY NOT BE SPECIFICALLY REFERENCED ON FOUNDATION PLANS OR FRAMING PLANS.

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TYPICAL CONSTRUCTION DETAIL NOTES

AutoCAD SHX Text NOTE: WHERE THREE OR MORE BARS OCCUR, THE CENTER BARS SHALL BE TREATED AS INNER FACE REINFORCEMENT.

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LAP - SEE

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LAP - SEE

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LAP - SEE

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CONTINUOUS REINFORCING

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AT CORNER

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AT INTERSECTION

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PLACEMENT OF CONTINUOUS REINFORCING FOR BOND BEAMS, FOOTINGS AND CONCRETE WALLS

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MARK

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FOOTING SCHEDULE

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SIZE

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REINFORCING

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REMARKS

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(5) # 5 EA. WAY BOTT.

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FOOTING SCHEDULE

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OTHER BARS

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BAR SIZE

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LAP SPLICE AND 90° HOOK SCHEDULE

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* "TOP BARS" REFERS TO HORIZONTAL REINFORCING PLACED WITH MORE THAN 12" FRESH CONCRETE CAST BELOW THE REINFORCING.

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TOP BARS*

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CAST-IN-PLACE CONCRETE REINFORCING BAR LAP & HOOK SCHEDULE

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BLOCKED DIAPHRAGM FASTENING (TO BE USED @ ALL ROOF AREAS)

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WOOD STUD RAFTERS

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DIAPHRAGM BOUNDARY

AutoCAD SHX Text NOTE: NAILS ALONG PANEL PERIMETER SHALL NOT BE PLACED MORE THAN 3/8" FROM PANEL EDGE

AutoCAD SHX Text 10d NAILS @ 6" O.C. AT PANEL EDGES

AutoCAD SHX Text 10d NAILS @ 4" O.C. AT DIAPHRAGM BOUNDARY

AutoCAD SHX Text 10d NAILS @ 1'-0" O.C. AT ALL INTERMEDIATE FRAMING MEMBERS

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DEPARTMENT OF THE NAVY

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SCALE:

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CONSTR. CONTR. NO.

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DRAWFORM REVISION: 10 MARCH 2009

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SATISFACTORY TO

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APPROVED

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.:

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IPT MARINE CORPS

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NAVAL STATION - NORFOLK, VA

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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AS SHOWN

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AutoCAD SHX Text CONSOLIDATE EACH 4'-0". LIFT WITH A LOW VELOCITY VIBRATOR WITH A 3/4" HEAD. THE VIBRATOR SHALL BE PLACE AT MID HEIGHT OF THE LIFT IN EACH GROUTED CORE AND SHALL BE ACTIVATED FOR ONE OR TWO SECONDS ONLY.

AutoCAD SHX Text THE GROUTING PROCEDURE PROVIDED BELOW SHALL BE STRICTLY ADHERED TO BY THE CONTRACTOR. CONTACT CONTRACTOR'S QUALITY CONTROL MANAGER 24 HOURS BEFORE PLACING GROUT FOR AN INSPECTION OF THE WORK.

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CMU GROUTING PROCEDURE

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GENERAL:

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AutoCAD SHX Text CONTRACTOR SHALL PROVIDE MATERIALS AND PERFORM ALL GROUTING WORK IN ACCORDANCE WITH ACI 530.1 - MASONRY STRUCTURES SPECIFICATIONS.

AutoCAD SHX Text THOROUGHLY CLEAN EACH CORE TO BE GROUTED BY RODDING TO REMOVE ALL DELETERIOUS MATERIAL AND DEBRIS.

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PREPARATION:

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AutoCAD SHX Text PROVIDE CLEANOUTS AT THE BASE OF WALL BY REMOVING THE FACE SHELL OF UNITS AT EACH CORE TO BE GROUTED. REMOVE DEBRIS THROUGH THE CLEANOUT. CLEANOUTS SHALL BE NO SMALLER THE 5" X 5". WHERE CORES ARE TO BE GROUTED AT 8" ON CENTER, PROVIDE CLEANOUTS AT 1'-4" O.C.

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AFTER CLEANING, CLOSE CLEANOUTS WITH CLOSURES BRACED TO RESIST GROUT PRESSURE.

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PLACE REINFORCEMENT PRIOR TO GROUTING.

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PLACEMENT:

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GROUT MAY BE PLACED BY PUMPING, OR POURING FROM LARGE OR SMALL BUCKETS.

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PLACE GROUT IN LIFTS NOT EXCEEDING 4'-0" HIGH.

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AutoCAD SHX Text THE NEXT LIFT MAY BE PLACED AFTER WATER FROM THE GROUT BELOW IS ABSORBED BY MASONRY UNITS.

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# 5 @ 4'-0" O.C. MINIMUM, UNLESS NOTED OTHERWISE

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CASE II - OPENINGS EXCEEDING 2'-0" BUT NOT OVER 4'-0" IN EITHER DIRECTION

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CASE I - OPENINGS NOT EXCEEDING 2'-0" IN EITHER DIRECTION

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AutoCAD SHX Text NOTE: THESE DETAILS APPLY TO ALL REINFORCED CMU WALLS. REFER TO SECTIONS & PLANS FOR EXTENT OF REINFORCED CMU.

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CONTROL JOINT (MAX. 20'-0" O.C., U.N.O.)

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(1) # 5 FOR CASE I & II OPNGS. (2) # 5 FOR CASE III

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CASE III - OPENINGS EXCEEDING 4'-0" IN EITHER DIRECTION

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REINFORCED CMU WALL ELEVATION & REINFORCING DETAILS

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A - SILL

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B - JAMB

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C - PIER

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D - CORNER

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F - CONTROL JOINT

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E - INTERSECTION

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G - TYPICAL REINFORCED WALL

AutoCAD SHX Text FOR REINFORCING AROUND OPENINGS, EXTEND REINFORCING 48 BAR DIAMETERS PAST THE EDGE OF OPENINGS.

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PROVIDE MINIMUM REINFORCING AS SHOWN FOR ALL REINFORCED CMU WALLS.

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CMU NOTES

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REFER TO LINTEL SCHEDULE FOR HEAD CONDITION OF OPENINGS.

AutoCAD SHX Text ALL GROUT WITHIN CMU WALLS SHALL BE 3000 PSI PEA GRAVEL GROUT PLACED IN 4'-0" MAX. VERTICAL LIFTS.

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SEE GENERAL NOTES ON SHEET S001.

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ROOF

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FLOOR LINE

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PROVIDE CONTROL JOINT 20' O.C. MAX., U.N.O.

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4" CMU

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LAP SPLICE SCHEDULE

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BAR SIZE

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6" CMU

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8" CMU

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10" CMU

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12" CMU

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(3) #5

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(2) #5

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# 5 EA. SIDE OF JOINT

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PREFORMED GASKET

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# 5 (TYP.)

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#3 TIE @ 1'-4" O.C.

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U-BLOCK - BEAR 8"EACH END (MIN.)

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(1) # 5 FOR CASE I & II OPNGS. (2) # 5 FOR CASE III

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DOWEL SIZE AND SPACING TO MATCH VERT. REINF. (SEE SCHED. FOR LAP)

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VERT. REINF. - SEE SECTIONS

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NOT TO SCALE

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TYPICAL CONSTRUCTION DETAILS

AutoCAD SHX Text TYPICAL DETAILS MAY NOT BE SPECIFICALLY REFERENCED ON FOUNDATION PLANS OR FRAMING PLANS.

AutoCAD SHX Text TYPICAL DETAILS SHOWN ON THIS SHEET APPLY THROUGHOUT THE PROJECT, IN ALL CASES, UNLESS NOTED OTHERWISE.

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TYPICAL CONSTRUCTION DETAIL NOTES

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BOND BEAM W/ (2) #5 CONT. @ 4'-0" O.C. MAX. GROUT FILL ALL BOND BEAMS

AutoCAD SHX Text PROVIDE LADDER TYPE, 9 GAGE, SINGLE WYTHE HORIZONTAL JOINT REINFORCEMENT @ 1'-4" O.C. AND IN FIRST AND SECOND HORIZONTAL JOINTS ABOVE AND BELOW OPENINGS. EXTEND 1'-4" MINIMUM EACH SIDE OF OPENING.

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WALL TYPE

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MASONRY OPENING, M.O.

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1. PROVIDE LINTELS AS SHOWN UNLESS NOTED OTHERWISE ON PLANS, SECTIONS, OR DETAILS PROVIDE LINTELS AS SHOWN UNLESS NOTED OTHERWISE ON PLANS, SECTIONS, OR DETAILS FOR ALL OPENINGS WIDER THAN 1'-0". 2. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF REQUIRED LINTELS. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF REQUIRED LINTELS. 3. BEAR MASONRY LINTELS MINIMUM 8" EACH END.BEAR MASONRY LINTELS MINIMUM 8" EACH END.

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MASONRY LINTEL DETAIL NOTES

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TYPE

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SIZE

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REMARKS

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MASONRY LINTEL SCHEDULE

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8" CMU

AutoCAD SHX Text M.O < 6'-0"< 6'-0" 6'-0"

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MASONRY LINTELS

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AutoCAD SHX Text 6'-0" < M.O. < 12'-0"< 12'-0" 12'-0"

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4" BRICK

AutoCAD SHX Text M.O. < 8'-0"< 8'-0" 8'-0"

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L8X6X7/16 (LLV)

AutoCAD SHX Text 8'-0" < M.O. < 10'-0"< 10'-0" 10'-0"

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ZONE 4

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WALLS

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ROOF

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COMPONENTS & CLADDING PRESSURE (PSF)

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ZONE 1

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ZONE 2

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ZONE 2

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ZONE 1

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ROOF

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COMPONENTS & CLADDING NEW DESIGN WIND PRESSURE

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ZONE

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EFFECTIVE WIND AREA

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(+) PRESSURE (PSF)

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(-) PRESSURE (PSF)

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WALLS

GENERAL SHEET NOTES

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6876326

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0 3 2 5 8 6

LUCAS G. A. GELO

1/8" = 1'-0"

FOUNDATION PLAN - BLDG. 87

N D

O N

12782495

S-101 N

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5" STD. PIPE

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5" STD. PIPE

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EXISTING CMU WALL AND PILASTERS TO BE DEMOLISHED DOWN TO EXISTING SLAB

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EXISTING CMU WALL AND PILASTERS TO BE DEMOLISHED DOWN TO EXISTING SLAB

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DEMOLISH COLUMN DOWN TO EXISTING SLAB

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DEMOLISH COLUMN DOWN TO EXISTING SLAB

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4" STD. PIPE

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4" STD. PIPE

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5" STD. PIPE

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5" STD. PIPE

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5" STD. PIPE

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5" STD. PIPE

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AREA OF STRUCTURAL WORK

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AREA OF STRUCTURAL WORK

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AREA OF STRUCTURAL WORK

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5" STD. PIPE

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4" STD. PIPE

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4" STD. PIPE

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DEMOLISH COLUMN DOWN TO EXISTING SLAB

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AREA OF STRUCTURAL WORK

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1. NEW AREAS SHALL RECEIVE 4" CONCRETE SLAB ON GRADE NEW AREAS SHALL RECEIVE 4" CONCRETE SLAB ON GRADE REINFORCED WITH 6x6 - W1.4xW1.4 WELDED WIRE REINFORCING, UNLESS NOTED OTHERWISE. SLAB SHALL BEAR ON 4" OF COMPACTED, POROUS FILL. PROVIDE VAPOR BARRIER BETWEEN POROUS FILL AND SLAB. 2. AT REENTRANT SLAB CONDITIONS PROVIDE #4 BARS DIAGONAL AT REENTRANT SLAB CONDITIONS PROVIDE #4 BARS DIAGONAL TO THE EDGES OF THE CORNER. BARS TO BE 4'-0" LONG AND PLACED WITH 2" OF COVER FROM SLAB EDGE. 3. F_ ON PLAN INDICATES A COLUMN FOOTING. SEE TYPICAL F_ ON PLAN INDICATES A COLUMN FOOTING. SEE TYPICAL DETAIL AND SCHEDULE ON SHEET S-001.

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4. MARKS SHOWN THUS (-X'-XX") INDICATE TOP OF FOOTING MARKS SHOWN THUS (-X'-XX") INDICATE TOP OF FOOTING ELEVATION. CONTRACTOR SHALL COORDINATE TOP OF FOOTING ELEVATIONS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF CONFLICTS OR DISCREPANCIES IN TOP OF FOOTING ELEVATIONS. 5. PROPOSED FOOTINGS SHALL BE DOWELED INTO EXISTING FOOTINGS PROPOSED FOOTINGS SHALL BE DOWELED INTO EXISTING FOOTINGS WHERE THERE ARE CONFLICTS BETWEEN THE TWO. SEE TYPICAL DETAIL ON SHEET S-001. 6. SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-001 & SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-001 & S-002. 7. SEE GENERAL NOTES ON SHEET S-001.SEE GENERAL NOTES ON SHEET S-001.

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DEPARTMENT OF THE NAVY

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CONSTR. CONTR. NO.

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NAVFAC DRAWING NO.

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NAVAL FACILITIES ENGINEERING COMMAND

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DATE

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DRAWFORM REVISION: 10 MARCH 2009

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SATISFACTORY TO

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ACTIVITY

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DATE

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.:

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IPT MARINE CORPS

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NAVAL STATION - NORFOLK, VA

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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AS SHOWN

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GENERAL SHEET NOTES

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0 3 2 5 8 6

LUCAS G. A. GELO

1/8" = 1'-0"

FRAMING PLAN - BLDG. 87

R O

O F

G P

12782496

S-102 N

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AREA OF STRUCTURAL WORK

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AREA OF STRUCTURAL WORK

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MASONRY LINTEL

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RIDGE

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MASONRY LINTEL (TYP.)

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RIDGE

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RIDGE

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MASONRY LINTEL (TYP.)

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RIDGE

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MASONRY LINTEL (TYP.)

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EXISTING CMU WALL AND PILASTERS TO BE DEMOLISHED DOWN TO EXISTING SLAB

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EXISTING TRUSS

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EXISTING TRUSS

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EXISTING TRUSS

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EXIST. STEEL POST ABOVE TO REMAIN - WELD TO TOP OF NEW BEAM

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AREA OF STRUCTURAL WORK

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TYP.

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TYP.

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EXIST. STEEL POST ABOVE TO REMAIN - WELD TO TOP OF NEW BEAM

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EXISTING TRUSS

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AREA OF STRUCTURAL WORK

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1. NEW ROOF AREAS SHALL RECEIVE 3/4" O.S.B. STRUCTURAL NEW ROOF AREAS SHALL RECEIVE 3/4" O.S.B. STRUCTURAL SHEATHING, UNLESS NOTED OTHERWISE. SEE TYPICAL ROOF DECK ATTACHMENT DETAIL ON SHEET S-001. 2. SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-001 & S-002. SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-001 & S-002. 3. SEE GENERAL NOTES ON SHEET S-OO1SEE GENERAL NOTES ON SHEET S-OO1

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DEPARTMENT OF THE NAVY

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CONSTR. CONTR. NO.

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DRAWFORM REVISION: 10 MARCH 2009

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SATISFACTORY TO

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APPROVED

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ACTIVITY

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.:

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IPT MARINE CORPS

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NAVAL STATION - NORFOLK, VA

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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AS SHOWN

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0 3 2 5 8 6

LUCAS G. A. GELO

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S-103

C4 DETAIL

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A4 DETAIL

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C3 DETAIL

SCALE: 3/4"=1'-0"

B3 DETAIL

SCALE: 3/4"=1'-0"

A3 DETAIL

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C1 DETAIL

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B1 DETAIL

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A1 DETAIL

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8" CMU - SEE ARCH. DWGS.

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(3) #4 CONT. LONG. T+B

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#5 @ 1'-4" O.C. TRANS. T&B

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SLAB ON GRADE - SEE PLAN NOTES

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FINISH GRADE OR EXTERIOR SLAB - SEE ARCH. & CIVIL DWGS.

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#5 VERT. @ 1'-4" O.C. - GROUT FILL CELLS @ REINF.

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1/2" PREMOLDED EXPANSION JOINT (TYP.)

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MASONRY VENEER - SEE ARCH. DWGS.

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FILL ALL CELLS & CAVITIES BELOW F.F.E. W/ 3000 PSI PEA GRAVEL GROUT

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TOP/FTG. ELEV.

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SEE PLAN

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SEE PLAN

AutoCAD SHX Text PROVIDE 8" CMU BOND BEAM FILLED W/ 3000 PSI PEA GRAVEL GROUT & (2) #5 @ BOTT. - 4'-0" O.C. VERTICALLY

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DOWEL @ EA. VERT. - MATCH SIZE & SEE SCHEDULE FOR LAP @ TOP / HOOK @ BOTT.

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CONC. SLAB ON GRADE - SEE PLAN NOTES

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1/2" PREMOLDED EXPANSION JOINT (TYP.)

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EXIST. CONC. SLAB ON GRADE

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EXIST. EXTERIOR BUILDING WALL

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EXIST. FOOTING

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CONC. SLAB ON GRADE - SEE PLAN NOTES

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1/2" PREMOLDED EXPANSION JOINT (TYP.)

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EXIST. CONC. SLAB ON GRADE

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EXIST. FOUNDATION WALL

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EXIST. FOOTING

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(3) #4 CONT. LONG. T+B

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#5 @ 1'-4" O.C. TRANS. T&B

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SLAB ON GRADE - SEE PLAN NOTES

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FINISH GRADE OR EXTERIOR SLAB - SEE ARCH. & CIVIL DWGS.

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FILL ALL CELLS & CAVITIES BELOW F.F.E. W/ 3000 PSI PEA GRAVEL GROUT

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TOP/FTG. ELEV.

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SEE PLAN

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SEE PLAN

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(1) #4 AT MASONRY OPENING

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DOOR / STOREFRONT - SEE ARCH. DWGS.

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EXISTING ROOF TRUSS

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SECTION A-A

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NEW PIPE COLUMN BELOW

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NEW 3/8" STEEL PLATE SADDLE (TYP.)

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(4) 1/2" ASTM A325-N BOLTS -PROVIDE BLOCKING WHERE REQUIRED

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NEW PIPE COLUMN - SEE PLAN

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EXISTING ROOF TRUSS

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EXISTING ROOF TRUSS

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EXISTING BOLTS

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EXISTING BOLTS

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NEW 3/8" STEEL PLATE SADDLE (TYP.)

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3/8" STEEL PLATE STIFFENERS 4 SIDES

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8" CMU BOND BEAM FILLED W/ 3000 PSI PEA GRAVEL GROUT & (2) #5 @ BOTT.

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8" CMU - SEE FOUND. SECTIONS FOR REINF.

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MASONRY VENEER - SEE ARCH. DWGS.

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NOTE: REF. FOUNDATION SECTIONS FOR CMU BOND BEAM SPACING

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TOP / WALL

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ELEV. = +10'-0"

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3/4" OSB DECKING - SEE PLAN NOTES

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WOOD RAFTERS - SEE PLAN

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(2) 2x8 PT PLATE W/ 1/2" F1554 ANCHOR RODS @2'-0" O.C. - PROVIDE 3" 90°HOOK & 6" MIN. EMBED.

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HURRICANE TIE @ EA. RAFTER

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8" CMU BOND BEAM FILLED W/ 3000 PSI PEA GRAVEL GROUT & (2) #5 @ BOTT.

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8" CMU - SEE FOUND. SECTIONS FOR REINF.

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MASONRY VENEER - SEE ARCH. DWGS.

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NOTE: REF. FOUNDATION SECTIONS FOR CMU BOND BEAM SPACING

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TOP / WALL

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ELEV. = +10'-0"

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3/4" OSB DECKING - SEE PLAN NOTES

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WOOD RAFTERS - SEE PLAN

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(2) 2x8 PT PLATE W/ 1/2" F1554 ANCHOR RODS @2'-0" O.C. - PROVIDE 3" 90°HOOK & 6" MIN. EMBED.

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HURRICANE TIE @ EA. RAFTER

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LINTEL BEARING

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ELEV. = +8'-0"

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8" CMU BOND BEAM LINTEL - SEE SCHEDULE ON S-002

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MASONRY VENEER - SEE ARCH. DWGS.

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8" CMU BOND BEAM FILLED W/ 3000 PSI PEA GRAVEL GROUT & (2) #5 @ BOTT.

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NOTE: REF. FOUNDATION SECTIONS FOR CMU BOND BEAM SPACING

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8" CMU - SEE FOUND. SECTIONS FOR REINF.

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TOP / WALL

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ELEV. = +10'-0"

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3/4" OSB DECKING - SEE PLAN NOTES

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WOOD RAFTERS - SEE PLAN

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(2) 2x8 PT PLATE W/ 1/2" F1554 ANCHOR RODS @2'-0" O.C. - PROVIDE 3" 90°HOOK & 6" MIN. EMBED.

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MASONRY VENEER - SEE ARCH. DWGS.

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8" CMU BOND BEAM FILLED W/ 3000 PSI PEA GRAVEL GROUT & (2) #5 @ BOTT.

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NOTE: REF. FOUNDATION SECTIONS FOR CMU BOND BEAM SPACING

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8" CMU - SEE FOUND. SECTIONS FOR REINF.

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TOP / WALL

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ELEV. = +10'-0"

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3/4" OSB DECKING - SEE PLAN NOTES

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WOOD RAFTERS - SEE PLAN

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(2) 2x8 PT PLATE W/ 1/2" F1554 ANCHOR RODS @2'-0" O.C. - PROVIDE 3" 90°HOOK & 6" MIN. EMBED.

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LINTEL BEARING

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ELEV. = +8'-0"

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8" CMU BOND BEAM LINTEL - SEE SCHEDULE ON S-002

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DEPARTMENT OF THE NAVY

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SCALE:

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CONSTR. CONTR. NO.

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SHEET

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NAVFAC DRAWING NO.

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NAVAL FACILITIES ENGINEERING COMMAND

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DES

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DRW

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SYM

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DESCRIPTION

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DATE

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APPR

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DRAWFORM REVISION: 10 MARCH 2009

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CHK

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SATISFACTORY TO

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APPROVED

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ACTIVITY

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DATE

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.:

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IPT MARINE CORPS

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NAVAL STATION - NORFOLK, VA

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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AS SHOWN

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GRAPHIC SCALE: 3/4"=1'-0"

S-001 TYPICAL DETAILS & GENERAL NOTES

S-002 TYPICAL CONSTRUCTION DETAILS

S-101 FOUNDATION PLAN

S-102 ROOF FRAMING PLAN

S-103 STRUCTURAL DETAILS

AD101 SITE PLAN - DEMOLITION BUILDING 87

File details come from the government source that posted it.