1600393dwg03of11-STRUCTURAL.pdf

FOR EXISTING

HOLES IN PRECAST

PLANK THAT ARE

NOT BEING USED

FOR MECH OR

PLUMBING, FILL WITH

NON-SHRINK GROUT.

2' - 0"

8"

PROVIDE FORM TO

PREVENT GROUT

FROM FILLING CELL

SECTION AA

SECTION BB

B B

A A

NOTE: FIELD IDENTIFY EXISTING CORES AFTER FINISHES HAVE BEEN

REMOVED. CONTACT ENGINEER IF STRANDS HAVE BEEN COMPROMISED.

PROVIDE CORES AS

REQUIRED FOR

MECHANICAL,

ELECTRICAL AND

PLUMBING WORK.

CENTER CORE

BETWEEN FIELD

LOCATED STRANDS.

MAXIMUM CORE

SIZE IS 6"

DIAMETER.

2' - 0"

8"

SECTION AA

SECTION BB

B B

A A

FIELD LOCATE

STRANDS PRIOR TO

CORING. DO NOT

DAMAGE STRANDS

DURING CORING

NOTE: COORDINATE CORE LOCATIONS WITH

MEP/FP DRAWINGS.

NOTE: COORDINATE LOCATIONS

OF OPENINGS WITH MEP/FP

DRAWINGS.

ø 0' - 6" MAX

PROVIDE CORES AS REQUIRED FOR MECHANICAL,

ELECTRICAL AND PLUMBING WORK. CORE WALL FOR

PIPE PENETRATIONS. CENTER VERTICALLY IN CMU

UNIT. LIMIT TO ONE CORE PER BLOCK. PROVIDE THREE

CORE DIAMETERS CLEAR BETWEEN EACH CORE.MIN

3Ø CLEAR

MAX

2' - 0" WIDE OPENING

M A

X

2'

0" H

IG

H

O P

E N

IN

G

L6x6x5/16 LINTEL, MINIMUM OF 8" BEARING EACH

END.

TYP

8" MIN

CHIP AND REMOVE CMU FOR PLUMBING OPENING.

LIMIT OF ONE OPENING PER BEARING WALL PER

FLOOR. CONTACT ENGINEER WITH DISCREPANCIES.

C4

S-001

C4 WHERE PLUMBING CARRIER IS REQUIRED.

MAX

2' - 0" WIDE OPENING

2' -0

H

IG

H

M A

X

CHIP AND REMOVE 6" THICK CMU BLOCK AS

SHOWN TO PROVIDE TEMPORARY ACCESS

FOR MEP WORK. DO NOT CUT VERTICAL

REINFORCING IF ENCOUNTERED. REPAIR

WALL BY TOOTHING NEW BLOCK THAT

MATCHES EXISTING. IF VERTICAL

REINFORCEMENT IS PRESENT, CUT A

VERTICAL SLOT IN THE FRONT OF BLOCK AND

SLIDE IN PLACE FROM BEHIND. FOR BOND

WITH HORIZONTAL REINFORCEMENT, EPOXY

DOWEL NEW REBAR TO MATCH REMOVED

REBAR FROM BOND BEAM. EPOXY

EMBEDMENT TO HAVE EMBED STRENGTH

EQUAL TO BAR YIELD IN BOND BEAM. FORM

AND GROUT CELLS CONTAINING REBAR.

NOTE: WALL IS A LOAD BEARING WALL AND

PART OF THE GRAVITY LOAD RESISTING

SYSTEM. CONTRACTOR TO PROVIDE

SHORING DESIGNED BY A REGISTERED

DESIGN PROFESSIONAL TO COMPLETE THE

WORK SAFELY AND TO PREVENT DAMAGE

TO THE BUILDING.

VIF

5 3/8"

VIF

9 3/4"

VIF

5 3/8"

ANGLE FRAME, L3x3x5/16, FACE

VERTICAL LEG DOWNWARDS

2" T

Y P

COORDINATE WITH

PLUMBING, CARRIER

ATTACHMENT

REQUIREMENTS

FASTEN ANGLE FRAME WITH

1/4" CONCRETE SCREWS TO

PRECAST PLANK

PROVIDE THREADED STUD

WELDED TO ANGLE FRAME.

COORDINATE DIAMETER,

NUMBER, AND LOCATION WITH

CARRIER SELECTED

Net Wind Pressures for Components and Cladding-Alternate Method 2 IBC 2015§1609.6

Refer to ASCE 7-10 Figure 30.4-2B Refer to ASCE 7-10 Figure 30.4-1

Element Zone Pressure

Direction Area

Pnet

Roof Zone 1 Positive

Negative

10 SF

100 SF

Wall Zone 4 54.6

-59.5

41.0

44.8

54.6

73.2

41.0

54.6

PSF

31.7

-54.6

22.4

-50.3

31.7

-91.8

22.4

-63.9

31.7

-138.2

22.4

-101.0

Element Zone Pressure

Direction Area

Pnet

PSF

Roof Zone 1

Roof Zone 1

Roof Zone 1

Roof Zone 2

Roof Zone 2

Roof Zone 2

Roof Zone 2

Roof Zone 3

Roof Zone 3

Roof Zone 3

Roof Zone 3

Positive

Negative

10 SF

100 SF

Positive

Negative

10 SF

100 SFPositive

Negative

10 SF

100 SF

Positive

Negative

10 SF

100 SFPositive

Negative

10 SF

100 SF

Positive

Negative

10 SF

100 SFPositive

Negative

10 SF

100 SF

Positive

Negative

10 SF

100 SFPositive

Negative

10 SF

100 SF

Wall

Wall

Wall

Wall

Wall

Wall

Wall

Zone 4

Zone 4

Zone 4

Zone 5

Zone 5

Zone 5

Zone 5

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

UNCLASSIFIED

U N C

LA

S S

IF

IE

D

UNCLASSIFIED

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

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E N G

IN

E E R

IN

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C O M M A N D

S

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ES

C R

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AP

P R

DRAWFORM REVISION: 12 APRIL 2018

SYMMES MAINI & McKEE ASSOCIATES

1000 Massachusetts Avenue

Cambridge, Massachusetts 02138

P: 617.547.5400 F: 617.648.4920

F

IL

E

N A M E

L A Y O U T

N A M E

P L O T T E D

U S E R

OF 342

01/10/2020

APPROVED BY

JOHNATHAN JOHNS PM&EB Supervisor with NAVAL BASE, New London, CT

MRI/LEJ

EA

Y D o c u m e n ts R e v it L o c a l\ C e n tr a l_ S D y la n Q u in n .r v t

As indicated

:3 :3

P M

P R

O

JE

C T

R M

-1

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A

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F A

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S U

B M

A R

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A S

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O O

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A C

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M A

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ID

A

T L A

N T

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AV

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AS

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N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

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AS

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N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

S U B

AS

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P U B

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W O R K S

D E P

AR

TM

E N T

1600393

S-001

N40085-20-R-0034

S T R U C T U R A L

S

12806864

DQ DQ BWD

Q U

IN

N

GENERAL CONSTRUCTION REQUIREMENTS:

STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SHOP DRAWINGS, AND SPECIFICATIONS.

DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, AND DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PORTION OF THE WORK.

SHOP DRAWINGS FOR REINFORCING STEEL (INCLUDING ACCESSORIES), STRUCTURAL STEEL, COLD FORM FRAMING, AND STEEL DECKING, MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER, AND A STAMPED APPROVAL RECEIVED BEFORE FABRICATION CAN PROCEED. ERECTION MUST BE EXECUTED FROM APPROVED SHOP DRAWINGS ONLY.

A COMPLETE CONCRETE PLACEMENT SCHEDULE MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER AND A

STAMPED ACCEPTANCE RECEIVED BEFORE CONCRETE PLACEMENT CAN BE MADE.

UNLESS OTHERWISE NOTED, DETAILS SHOWN ON DRAWINGS ARE CONSIDERED TYPICAL FOR SIMILAR CONDITIONS.

REFERENCED STANDARDS:

IEBC 2015 ICC INTERNATIONAL EXISTING BUILDING CODE

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS

ASCE 7-10 MINIMUM LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 318-14

AISC 360-10

DESIGN LOADS:

LIVE (SUPERIMPOSED) LOADS: (SEE NAVFAC DWG NO 2043535)

DORM ROOMS: 50 PSF

LAVATORIES: 100 PSF

CORRIDORS: 110 PSF

SNOW:

Pg = 30 PSF Is = 1.0 Ct = 1.0 Ce = 1.0 Pf = 21 PSF

(PROVIDED FOR REFERENCE)

WIND DESIGN DATA:

Vult = 135 mph Vasd = 105 mph

RISK CATEGORY: II

WIND EXPOSURE: C

GCpi = +/-0.18

EARTHQUAKE DESIGN DATA:

RISK CATEGORY: II

Ie = 1.0

SS = 0.16

S1 = 0.06

SITE CLASS: D (ASSUMED)

SDS = 0.17

SD1 = 0.10

DESIGN CATEGORY: B

DESIGN CRITERIA:

LINTEL DEFLECTION LIMIT OF L/600

STRENGTH LIMIT STATES DEFINED BY APPLICABLE MATERIAL CODE

FOUNDATION CONDITIONS:

EXISTING FOUNDATIONS ARE SHALLOW AND BEAR ON ROCK WITH AN ALLOWABLE CAPACITY OF 20 KSF PER NAVFAC DRAWING NUMBER 2043541 DATED 3-9-83.

STRUCTURAL STEEL

FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND THE "CODE OF STANDARD PRACTICE" OF THE AISC. WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE "STRUCTURAL WELDING CODE" OF THE AMERICAN

WELDING SOCIETY.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL CHANNELS SHALL CONFORM TO ASTM A572, GRADE 50.

STRUCTURAL TUBES SHALL BE ASTM A500, GRADE B. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, GRADE B. STRUCTURAL STEEL

PLATES AND ANGLES SHALL CONFORM TO ASTM A36, UNLESS OTHERWISE NOTED.

DO NOT SPLICE STRUCTURAL STEEL MEMBERS OR PROVIDE PENETRATIONS IN STEEL MEMBERS WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL

ENGINEER.

BOLTED CONNECTIONS SHALL BE MADE WITH THREE-QUARTERS INCH DIAMETER HIGH STRENGTH, ASTM A325-N BOLTS, UNLESS OTHERWISE NOTED.

CONNECTIONS AT HANGERS SHALL BE MADE WITH THREE-QUARTERS INCH DIAMETER A325-SC (SLIP CRITICAL) BOLTS, UNLESS OTHERWISE NOTED.

WELDING ELECTRODES SHALL CONFORM TO AWS A5.1 E70XX SERIES WITH PROPER ROD TO PRODUCE OPTIMUM WELD (LOW HYDROGEN).

PROVIDE 1/4" THICK LEVELING PLATE UNDER ALL COLUMN BASE PLATES UNLESS OTHERWISE NOTED.LEVELING PLATES SHALL BE SET AND GROUTED

PRIOR TO ERECTING COLUMNS AND POSTS.

PROVIDE ALL ANGLES, PLATES, ANCHORS, BOLTS, ETC., SHOWN ON ARCHITECTURAL DRAWINGS.

LINTELS FOR EXTERIOR MASONRY AND STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED ACCORDING TO ASTM A123.

GROUT

GROUT MUST CONFORM TO ASTM C476, AND MUST HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF AT LEAST 2,500 PSI.

PROVIDE TESTING FOR GROUT COMPRESSIVE STRENGTH AND EXPANSION FOR QUALITY ASSURANCE.

SCALE: 1 1/2" = 1'-0"

TYPICAL EXISTING HOLE INFILL

A3

SCALE: 1 1/2" = 1'-0"

TYPICAL PLANK CORING

C3

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

PENETRATION IN EXISTING CMU BEARING

WALL

D4

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

TEMPORARY PENETRATION IN CMU BEARING

WALL

A4

SCALE: 1" = 1'-0"

CARRIER SUPPORT FRAME

C4

IS

SU

E

FO

R

C O N

ST

RU

C

TI

O N

2 0

CONCRETE

CONCRETE MUST BE A MIX DESIGNED FOR ULTIMATE STRENGTH CONCRETE IN ACCORDANCE WITH

ACI 211.1 TO ACHIEVE THE FOLLOWING 28-DAY COMPRESSIVE STRENGTHS 3500 PSI, NORMAL

WEIGHT.

PROVIDE CONCRETE TESTING INCLUDING SLUMP AND 28 DAY COMPRESSION TESTS FOR QUALITY

ASSURANCE.

REINFORCING STEEL

REINFORCING STEEL MUST BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND

CONFORMING TO ASTM A615, GRADE 60.

LAP REINFORCING TO DEVELOP THE FULL TENSION CAPACITY OF THE (SMALLER) BAR.

COLD FORM METAL FRAMING

PROVIDE METAL FRAMING WITH Fy = 50ksi.

Brett Wilkinson

T Y

P

2'

0"

EXISTING MASONRY

WALLS BELOW

EXISTING PRECAST

PLANKS

JOINT OVER BEARING

WALL

VIF

3' - 6"

V

IF

7'

6"

EXISTING

MECHANICAL SHAFT

OPENING IN ROOF FOR

MECHANICAL DUCT, SEE

MECHANICAL FOR LOCATION

SEE MECH

S E

E M

E C

H

L6x4x3/8 ANGLE

FRAME, LLH

EPOXY GROUTED

ANCHOR AT BEARING

WALL, TYP

EPOXY GROUTED

ANCHOR AT

EACH CELL OF

CUT PLANK, TYP.

B1

S-002

EXISTING PRECAST

PLANKS

L6x4x3/8 ANGLE

FRAME, LLH

EPOXY GROUTED ANCHOR

(HILTI HY-70 OR APPROVED

EQUIVALENT) AT EACH

CELL OF CUT PLANK, TYP.

OPENING

NOTE: ANGLE FRAME

TO BE INSTALLED

PRIOR TO CUTTING OF

PRECAST PLANK

EXISTING 5"± CONCRETE

SLAB

DRILL 5/8"Ø x 6" DEEP HOLES

AND EPOXY GROUT #4@

24"o.c. DOWELS INTO EXIST.

EACH EDGE. SLAB AT MID

DEPTH (TYP)

PROVIDE 6x6-W2.9xW2.9

W.W.F. AT MID DEPTH (TYP)

CONCRETE SLAB INFILL

NOTE:

UNLESS OTHERWISE

SPECIFIED, EPOXY ADHESIVE

SHALL BE "HILTI HIT-HY500 RE"

INJECTION SYSTEM OR

APPROVED EQUAL.

COMPACTED GRAVEL FILL

TO 95% MAX. DRY DENSITY,

SEE EARTHWORK

SPECIFICATIONS

TYP.

6"

RETURN AND GROUT

BARS INTO EXIST. SLAB

AT 48" O.C. IN SHORT

DIRECTION ONLY

"HILTI HY-HIT 200 SAFE

SET" SYSTEM

ADHESIVE (TYP) OR

APPROVED EQUAL

6"± EXIST.

SLAB-ON-GRADE

#4@12" E.W.AT 4"

PAD, #5@12" AT

12" PAD

APPLY BONDING AGENT SIKA

ARMATEC 110 OR APPROVED

EQUAL

NOTES:

1. SEE ELECTRICAL, MECHANICAL, AND PLUMBING DRAWINGS FOR EQUIPMENT

REQUIRING HOUSEKEEPING PADS AND SEE VENDOR DRAWINGS FOR PAD SIZE,

ANCHORING, AND BOLT PLAN. IF NO DIMENSIONS ARE SHOWN PROVIDE

RECTANGULAR PADS 4" BEYOND EQUIPMENT, ALL AROUND.

2. POWERWASH EXISTING CONCRETE SURFACE TO RECEIVE PAD. REMOVE

CONTAMINANTS, ETC.

3. PROVIDE PAD WITH 1" CHAMFERED EDGE, ON THREE EXPOSED SIDES OF PAD.

4. PROVIDE GROUNDING PER STANDARDS.

LENGTH AS REQUIRED

5"

12" AT LOCATIONS

INDICATED ON MEP

DRAWINGS, 4" U.N.O.

1 1/2" TYPE B20 METAL

ROOF DECK.

16 GA. PLATE FOR DECK EDGE. FASTEN

TO LEDGER WITH 2 ROWS OF #8

SCREWS AT 24" ON CENTER. SPACE

ROWS 4" APART.

600S162-68 LEDGER. FASTEN TO ANGLE

WITH 2 ROWS OF 2 #10 SCREWS,

SPACED 2" ON-CENTER EACH WAY.

600S162-54 ROOF JOIST, SPACE 24" ON

CENTER.

SIMPSON STRONG TIE LSSC 4.25 OR

APPROVED EQUAL. INSTALL PER

MANUFACTURER'S INSTRUCTIONS.

L6x4x3/8x1'2". CENTER ON EXISTING IN

PLACE STEEL. PROVIDE LONG

SLOTTED HOLE IN HORIZONTAL LEG,

PERPENDICULAR TO EXISTING. LONG

SLOTTED HOLE. FASTEN TO EXISTING

STEEL WITH 5/8" Ø A325 BOLT.

EXISTING PLATE WITH LONG SLOTTED

HOLE. FIELD VERIFY CONDITION.

PROVIDE LONG SLOTTED HOLE IN

PLATE IF NOT PRESENT.

EXISTING

STRUCTURAL STEEL.

FIELD VERIFY.

EXISTING BRICK

VENEER.

4x6x1/4" SLIDE

BEARING PAD

SEE C3/S-002 FOR ROOF DECK AND ROOF FRAMING.

SIMPSON STRONG TIE FCB45.5 WITH 3 ANCHORS.

600T250-54 TOP TRACK

1.5 X 18 GA STEEL STRAP X-BRACING. PROVIDE X-BRACE

5'-0" ON CENTER. FASTEN AT TOP AND BOTTOM WITH 2 #10

SCREWS. SEE C1/S-004

L3X3X18 GA CONTINUOUS ANGLE. FASTEN TO ROOF DECK

WITH #10 SCREWS AT 12" ON CENTER

1/4"x12" CONTINUOUS PLATE

2-12

EXISTING STRUCTURE

600T250-54 BOTTOM TRACK

PROVIDE CONTINUOUS

BENTONITE WATERSTOP

ALL AROUND (TYP. WHERE

SHOWN)

#5 @ 12" EACH WAY

BOTTOM (TYP)

#5 DWLS. @ 12" (TYP)

48" LAP SPLICE

#5@12" VERT. (TYP)

#4@12" HORIZ. (TYP)

T.O. SLAB EL.

2x4 KEY (TYP) w/

CONT. WATERSTOP

6"

8" 8"4' - 0" EA. WAY

T.O. SLAB EL.

SEE A1/S-002

FOR SLAB

INFILL

EXIST. CMU

WALL

EXIST. CONC.

FDN WALL

PROJECT

NORTH

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

UNCLASSIFIED

U N C

LA

S S

IF

IE

D

UNCLASSIFIED

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

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E N G

IN

E E R

IN

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C O M M A N D

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AP

P R

DRAWFORM REVISION: 12 APRIL 2018

SYMMES MAINI & McKEE ASSOCIATES

1000 Massachusetts Avenue

Cambridge, Massachusetts 02138

P: 617.547.5400 F: 617.648.4920

F

IL

E

N A M E

L A Y O U T

N A M E

P L O T T E D

KEY PLAN

U S E R

OF 342

01/10/2020

APPROVED BY

JOHNATHAN JOHNS PM&EB Supervisor with NAVAL BASE, New London, CT

MRI/LEJ

EA

Y D o c u m e n ts R e v it L o c a l\ C e n tr a l_ S D y la n Q u in n .r v t

As indicated

:3 :4

P M

P R

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JE

C T

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F A

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S U

B M

A R

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O O

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IN

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O M

M A

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M

ID

A

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N T

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AV

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AS

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N E W

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N D O N

N E W

LO

N D O N C T

N

AV

Y B

AS

E

N E W

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N D O N

N E W

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N D O N C T

N

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S U B

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P U B

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W O R K S

D E P

AR

TM

E N T

1600393

S-002

N40085-20-R-0034

S T R U C T U R A L

S

12806865

DQ DQ BWD

Q U

IN

N

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

PLAN OF ROOF OPENING

C1

SCALE: 1 1/2" = 1'-0"

MECH OPENING

B1

APPROXIMATE

LOCATIONS OF

OPENINGS AT ROOF

LEVELS

SCALE: 1 1/2" = 1'-0"

TYPICAL SLAB INFILL DETAIL

A1

SCALE: 1/2" = 1'-0"

TYPICAL HOUSEKEEPING PAD DETAIL

A3

SCALE: 1 1/2" = 1'-0"

BID OPTION 8B SHED ROOF AT WALL

C3

SCALE: 1 1/2" = 1'-0"

BID OPTION 8B -SHED ROOF AT ROOF

C5

NOTE: ANGLE FRAME TO BE INSTALLED PRIOR TO

CUTTING OF PRECAST PLANK

SCALE: 1/2" = 1'-0"

TYPICAL PIT DETAIL

B4

IS

SU

E

FO

R

C O N

ST

RU

C

TI

O N

2 0

BB AA

1.5 X 18 GA STEEL STRAP

X-BRACING. PROVIDE X-

BRACE 6'-0" ON CENTER.

FASTEN AT TOP AND

BOTTOM WITH 2 #10

SCREWS. SEE C1/S-004 L3X3X18 GA

CONTINUOUS ANGLE.

FASTEN TO ROOF DECK

WITH #10 SCREWS AT

12" ON CENTER

EXISTING STRUCTURE, TYP

VIF

7' - 8" VIF

3"x3/8" PLATE WITH 2

3/4" Ø A325 BOLTS,

TYP.

TYP. M

A

TC

H

E X

IS

TI

N G

R

ID

G E

2" V

IF

16 GA. RIDGE PLATE

16 GA CLOSURE

PLATE

C6x8.2 BENT BEAM AT

5' - 0" ON CENTER

WORK POINT

1 1 /2"

3"

1/

2"

C4

S-003

S E

E A

R C

H

SEE ARCH

4' - 6" MAX

MIN.

8"

BOT. OF FLOOR PLANK

TOP OF FLOOR

PLANK OR SLAB

2 L3-1/2x2-1/2x5/16

LLV

OPEN

NOTE: GROUT REINFORCED COURSE SOLID.

6"

FULLY GROUTED CELL

UNDER BEARING

LOCATION, REINFORCE

WITH #4

HH

HH

II

II

15' - 6" 15' - 6" 15' - 6"

EX. W BEAM EX. W BEAM

EX. W BEAM

EX. W BEAM

EX. W BEAM

EX. W BEAM

A T

2' -0

O

.C

0S

2-

A T

2' -0

O

.C

0S

2-

A T

2' -0

O

.C

0S

2-

A T

2' -0

O

.C

0S

2-

EX. W BEAM

AT 2'-0" O.C.

600S162-43

A4

S-003

A4

S-003

A4

S-003

A4

S-003

A4

S-003

A4

S-003

SIM.

SIM SIM

SIM

SIM

EX. W-SHAPE

BEAM

EX. PRECAST PLANK

EX. BRICK

VENEER (4) - #10 SCREWS

LGMF, SEE PLAN

ALIGN VERTICAL WITHIN 2" OF

PRECAST ANCHOR

600S162-43 VERTICAL STUD

600T250-43 CONTINUOUS TOP TRACK

HILTI HY70 W/ 3/8 THREADED

ROD, SPACED 2'-0" O.C. (1 PER

PLANK)

FIELD LOCATE STUDS BEFORE

INSTALLATION

3"

A R

C H

S E

E

EXISTING ANGLE, VIF

1.5 X 18 GA STEEL STRAP X-

BRACING. PROVIDE X-BRACE

5'-0" ON CENTER. FASTEN AT

TOP AND BOTTOM WITH 2 #10

SCREWS. SEE C1/S-004

600S250-43 BLOCKING

PROVIDE 600S162-43

KICKER AT EVERY

OTHER STUD, FASTEN

2ITH (30 #10 SCREWS

EACH END

EXISTING MASONRY

WALL

2" MAX

5' - 0" O.C. SPAN

EXIST. HSS

BENT CHANNEL, ABUT TO EXISTING ROOF

LAP ROOF DECK 2' - 0" OVER EXISTING WITH 2 ROWS

OF #10 SCREWS AT EACH FLUTE TO FASTEN DECK TO

EXISTING. IF DECK IS UNABLE TO BE LAPPED, PROVIDE

2'-0" 16GA CLOSURE PLATE (1'0" EACH DECK) AND

FASTEN TO EACH DECK WITH 2 ROWS OF #10 SCREWS

AT 6" ON CENTER

EX. ROOF DECK

LAP ROOF DECK

2' - 0"

EX. ROOF FRAMING

EXIST. LGMF

EXIST. W BEAM

C3

S-002

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

UNCLASSIFIED

U N C

LA

S S

IF

IE

D

UNCLASSIFIED

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

S

YM

D

ES

C R

IP

TI

O N

D

AT

E

AP

P R

DRAWFORM REVISION: 12 APRIL 2018

SYMMES MAINI & McKEE ASSOCIATES

1000 Massachusetts Avenue

Cambridge, Massachusetts 02138

P: 617.547.5400 F: 617.648.4920

F

IL

E

N A M E

L A Y O U T

N A M E

P L O T T E D

U S E R

OF 342

01/10/2020

APPROVED BY

JOHNATHAN JOHNS PM&EB Supervisor with NAVAL BASE, New London, CT

MRI/LEJ

EA

Y D o c u m e n ts R e v it L o c a l\ C e n tr a l_ S D y la n Q u in n .r v t

As indicated

:3 :4

P M

P R

O

JE

C T

R M

-1

R

E P

A

IR

F A

IL

IN

G

S U

B M

A R

IN

E

A S

C H

O O

L B

Q

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 L A

N T

IC

N

AV

Y B

AS

E

N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

Y B

AS

E

N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

S U B

AS

E

P U B

LI

C

W O R K S

D E P

AR

TM

E N T

1600393

S-003

N40085-20-R-0034

S T R U C T U R A L

S

12806866

DQ DQ BWD

Q U

IN

N

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

C3/BID OPTION 8D

C3

SCALE: 1/2" = 1'-0"

REINFORCED OPENING DETAIL

C1

SEE ARCH FOR

EXTENTS.

SCALE: 1/8" = 1'-0"

SOFFIT FRAMING PLAN

A1

NOTES:

1. PROVIDE STRAP BRACING AT 3'-0" ON CENTER

2. REFER TO ARCHITECHUAL DRAWINGS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

SCALE: 1" = 1'-0"

LGMF SOFFIT AT WALL

A4

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

C4/BID OPTION 8D

C4

IS

SU

E

FO

R

C O N

ST

RU

C

TI

O N

2 0

NOTE: CONDITION IS

SIMILAR WHERE SHOWN

ON ARCH DRAWINGS

TOP TRACK AS

INDICATED FROM

SECTION

BLOCKING OR ANGLE

AS INDICATED FROM

SECTION

VERTICAL STUD

AS INDICATED FROM

SECTION

STRAP BRACING AS

INDICATED FROM

SECTION

BRACING SPACING, SEE SECTION

DD

Level 0-6 211' - 0"

1ST FLOOR

211' - 0"

WELD 3/8" SHEAR

PLATE TO EXISTING

COLUMN, PROVIDE

TWO A325 3/4" DIA

BOLTS

EXIST. W SHAPE

COLUMN

EXISTING

OPENING IN

MASONRY

WALL

REMOVE FACE OF

SINGLE CELL OF CMU

(BEHIND BRICK

VENEER) AND PROVIDE

#5 CONTINUOUS REBAR

TO FOUNDATION .

GROUT CMU SOLID

3/8" STIFF. PLATE B/S

W8X21

6 1/2"X5"X3/8" CAP

PL. FIELD WELD TO

PLATE TO BEAM

WITH ALL AROUND

FILLET WELD

HSS6X4X3/8

EXIST. 6"

MASONRY

WALL

4'

0" L

A P

DRILL AND ANCHOR #5 REBAR INTO EXISTING

FOUNDATION, PROVIDE EPOXY ANCHOR THAT

ACHIEVES FULL YELD STRENGTH OF BAR,

TYP.

5 - EQ. SPACED 3/4"

DIA. HILTI HAS RODS

W/ HILTI HY-70

ADHESIVE w/ 6" MIN.

EMBEDMENT w/ 2 1/2" x 2 1/2" x 1/4"

PLATE WASHER

ACCESS HOLE

(TYP)

SEE DETAIL

H6/S402

FIELD COORDINATE

8" SOLID BEARING ON

FULL CMU CELL.

LOCATED AT FIRST

CELL THAT CLEARS

EXISTING SCREENWALL

EMBED PLATE, 1/4" X

3 1/2" X 7 1/2" WITH

(2) 1/2" Ø X 4 1/2"

HEADED STUDS, TYP

AT BEAM ENDS

FIELD COORDINATE

1/2"X8"X12" BASE PLATE ON 3/4" GROUT WITH

(2) 3/4" DIA HILTI HAS ANCHORS WITH HY-200

ADHESIVE.

A4

S-004

ALIGN CENTER BEAM AND

POST WITH CETNER OF CMU

ARHCITECTURAL

GLASS CURTAIN

FRAMING TO REMAIN IN

PLACE. BRICK VENEER

AT FRAME TO REMAIN

IN PLACE.

PROVIDE CMU SOAP

ON EXPOSED SIDE

EXIST. MASONRY WALL

UNDERSIDE OF LINTEL EL.

SEE ARCH.

NEW HSS 1 BOLTED

TO EXISTING WALL,

6"

ACCESS HOLE IN TUBE

FOR BOLTING

PACK GROUT FOR CONTINOUS

BEARING OF CMU

1/4" 2-6

CONTINOUS 3/8" A36 STEEL

PLATE FOR BRICK VENEER AT

LOCATIONS OF OPENINGS. SEE

ARCH DRAWINGS FOR OPENING

SIZE AND LOCATIONS.

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

UNCLASSIFIED

U N C

LA

S S

IF

IE

D

UNCLASSIFIED

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

S

YM

D

ES

C R

IP

TI

O N

D

AT

E

AP

P R

DRAWFORM REVISION: 12 APRIL 2018

SYMMES MAINI & McKEE ASSOCIATES

1000 Massachusetts Avenue

Cambridge, Massachusetts 02138

P: 617.547.5400 F: 617.648.4920

F

IL

E

N A M E

L A Y O U T

N A M E

P L O T T E D

U S E R

OF 342

01/10/2020

APPROVED BY

JOHNATHAN JOHNS PM&EB Supervisor with NAVAL BASE, New London, CT

MRI/LEJ

EA

Y D o c u m e n ts R e v it L o c a l\ C e n tr a l_ S D y la n Q u in n .r v t

As indicated

:3 :4

P M

P R

O

JE

C T

R M

-1

R

E P

A

IR

F A

IL

IN

G

S U

B M

A R

IN

E

A S

C H

O O

L B

Q

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 L A

N T

IC

N

AV

Y B

AS

E

N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

Y B

AS

E

N E W

LO

N D O N

N E W

LO

N D O N C T

N

AV

S U B

AS

E

P U B

LI

C

W O R K S

D E P

AR

TM

E N T

1600393

S-004

N40085-20-R-0034

S T R U C T U R A L

S

12806867

DQ DQ BWD

Q U

IN

N

SCALE: 1 1/2" = 1'-0"

LGMF X-BRACING

C1

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

SECTION

B4

SCALE: 1" = 1'-0"

SECTION

A4

IS

SU

E

FO

R

C O N

ST

RU

C

TI

O N

2 0

2020-02-12T09:12:11-0500

2020-02-12T09:12:37-0500

2020-02-12T09:12:39-0500

2020-02-12T09:12:40-0500

2020-02-12T15:48:37-0500

2020-02-12T15:50:29-0500

2020-02-12T15:50:30-0500

2020-02-12T15:50:31-0500