N40085-09-D-5027-0005-SOF Canopy.pdf

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PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

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E N T R Y I M P R O V E M E N T S S O F

G E N E R A L N O T E S

MLM KBF KBF

1174158

Dec. 20, 2013

12655869

GENERAL:

1. ALL WORK SHALL COMPLY WITH THE CODES LISTED

BELOW AND IN THE SPECIFICATIONS.

2. THE CONTRACTOR SHALL VERIFY ALL DRAWINGS FOR

COORDINATION BETWEEN TRADES, LOCATE SLOTS, SLEEVES

AND TRENCHES AS REQUIRED FOR MECHANICAL TRADES.

PROVIDE AND INSTALL ANCHORS, INSERTS, HANGERS, ETC. AS

REQUIRED FOR VARIOUS TRADES.

3. SUBMIT SHOP DRAWINGS OF REINFORCEMENT DETAILS,

STRUCTURAL STEEL, ETC. FOR APPROVAL BEFORE

PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL

CHECK ALL DIMENSIONS AND ACCEPT FULL RESPONSIBILITY

FOR DIMENSIONAL CORRECTNESS.

4. UNDER NO CIRCUMSTANCES SHALL REPRODUCTION OF

CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS.

5. PROVIDE ALL TEMPORARY GUYING AND BRACING

REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL ALL STRUCTURAL WORK AND

CONNECTIONS HAVE BEEN COMPLETED.

6. LOADING APPLIED TO THE STRUCTURE DURING THE

PROCESS OF CONSTRUCTION SHALL NOT EXCEED THE SAFE

LOAD-CARRYING CAPACITY OF THE STRUCTURAL MEMBERS.

THE LIVE LOADINGS USED IN THE DESIGN OF THIS STRUCTURE

ARE INDICATED IN THE “DESIGN CRITERIA NOTES”. DO NOT

APPLY ANY CONSTRUCTION LOADS UNTIL ALL STRUCTURAL

FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL

ALL TEMPORARY BRACING IS IN PLACE.

7. TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL

PARTS OF THE JOB EXCEPT WHERE SPECIFICALLY DETAILED

OR NOTED OTHERWISE.

8. STRUCTURAL DRAWINGS SHOW ONLY THE BASIC

STRUCTURAL FRAMING. REFER TO ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-

STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS

DURING THE CONSTRUCTION OF THE STRUCTURAL FRAME.

9. INFORM THE CONTRACTING OFFICER IN WRITING OF

ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE

CONTRACTOR SHALL NOT BE RELIEVED OF THE

RESPONSIBILITY OF SUCH DEVIATION BY THE CONTRACTING

OFFICER REVIEW OF SHOP DRAWINGS, PRODUCT DATA, ETC.

UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED THE

CONTRACTING OFFICER OF SUCH DEVIATION AT THE TIME OF

SUBMISSION, AND THE CONTRACTING OFFICER HAS GIVEN

WRITTEN APPROVAL TO THE SPECIFIC DEVIATION.

FOUNDATION:

1. FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN

DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN

THE GEOTECHNICAL EXPLORATION REPORT, PREPARED BY

ECS MID-ATLANTIC, LLC AND DATED MARCH 5, 2013

2. THE ENTIRE STRUCTURE SHALL BE FOUNDED ON VERY

WELL COMPACTED STRUCTURAL FILL OR UNDISTURBED SOIL.

DESIGN BEARING PRESSURE = 1500 P.S.F.

3. NO FOUNDATION WORK SHALL BE INSTALLED UNTIL ALL

FOOTING WORK HAS BEEN COORDINATED WITH ADJACENT

UNDERGROUND UTILITIES, ETC. FOOTINGS SHALL BE

LOWERED WHERE REQUIRED.

4. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST

FOUNDATION WALLS UNLESS WALLS ARE SECURELY BRACED

AGAINST OVERTURNING.

5. BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR A

MINIMUM OF 18 INCHES BELOW FINAL GRADE. LOWER

FOOTINGS AS REQUIRED TO MAINTAIN COVERAGE.

6. ALL EARTHWORK SHALL BE PERFORMED IN

ACCORDANCE WITH THE RECOMMENDATIONS INDICATED IN

THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY

ECS MID-ATLANTIC, LLC AND DATED MARCH 5, 2013.

DESIGN LOADS

1. DESIGN LIVE LOADS USED IN THE DESIGN OF THESE STRUCTURES ARE AS

FOLLOWS:

2. UNIFORM LIVE LOADS:

SOF - CANOPY:

SLAB ON GRADE: 4" SLAB: 100 PSF

ROOF LIVE LOAD: 20 PSF

SOF - FIRING POSITION:

SLAB ON GRADE: 4" SLAB: 100 PSF

SECOND FLOOR: 50 PSF

ROOF LIVE LOAD: 20 PSF

SOF - GUARD HOUSE:

SLAB ON GRADE: 4" SLAB: 100 PSF

ROOF LIVE LOAD: 20 PSF

SOF - SENTRY BOOTH:

SLAB ON GRADE: 4" SLAB: 100 PSF

ROOF LIVE LOAD: 20 PSF

SOF - NORTH GATE SENTRY BOOTH:

SLAB ON GRADE: 4" SLAB: 100 PSF

ROOF LIVE LOAD: 20 PSF

SOF - VISITOR CENTER:

SLAB ON GRADE: 4” SLAB: 100 PSF

SLAB ON GRADE: WAREHOUSE (6" SLAB): 250 PSF

ROOF LIVE LOAD: 20 PSF

3. ROOF SNOW LOADS:

GROUND SNOW LOAD Pg = 10 PSF SNOW EXPOSURE FACTOR Ce = 1.0

SNOW LOAD IMPORTANCE FACTOR I =1.0

THERMAL FACTOR Ct=1.0 ROOF LOAD: Pf = 10.0 PSF

4. WIND LOADS:

WIND VELOCITY (3 SEC GUST) 115 MPH

IMPORTANCE FACTOR I = 1.0, BUILDING CATEGORY II

WIND EXPOSURE CATEGORY (MAIN WINDFORCE-RESISTING SYSTEM): C

WIND EXPOSURE CATEGORY (COMPONENTS AND CLADDING): C

INTERNAL PRESSURE COEFFICIENT: +/- 0.18 (ENCLOSED)

(CANOPIES: OPEN STRUCTURES)

5. SEISMIC LOADS:

SEISMIC OCCUPANCY CATEGORY II, SEISMIC USE GROUP I

IMPORTANCE FACTOR I = 1.0

Ss = .11g S1 = .05g

SOIL SITE CLASS E

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC FORCE RESISTING SYSTEM:

VISITOR CENTER: INTERMEDIATE PRECAST SHEAR WALLS, R=5, Cs=0.037

CANOPY: ORDINARY REINFORCED CONCRETE MOMENT FRAMES,

R=1, Cs=.103 ALL OTHER BUILDINGS: REINF MASONRY SHEAR WALLS, R=2, Cs=0.092

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS

6. ATFP DESIGN LOADS (VISITOR CENTER):

INHABITED BUILDING - VERY LOW LEVEL OF PROTECTION

EXPLOSIVE WEIGHT 1 (UFC 4-010-02)

STANDOFF DISTANCE:

INTERIOR BLAST WALL: 81'

EXTERIOR PERIMETER WALL ( LOW ROOF): 115' @ 32 DEG INCIDENCE

EXTERIOR PERIMETER WALL ( HIGH ROOF): 125' @ 32 DEG INCIDENCE

EXTERIOR PERIMETER WALLS: 135' PERPENDICULAR TO WALL

GENERAL NOTES:

CONCRETE WORK:

1. UNLESS OTHERWISE NOTED OR DETAILED ALL CONCRETE

WORK SHALL BE IN ACCORDANCE WITH THE AMERICAN

CONCRETE CODE (A.C.I. 318) AND ITS LATEST AMENDMENTS AND

THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS (ACI 301).

2. ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE

CONCRETE HAVING A MINIMUM 28 DAY COMPRESSIVE STRENGTH

AS FOLLOWS:

WAREHOUSE SLAB: 4,000 PSI

ALL OTHER CONCRETE: 3,000 P.S.I.

CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED.

3. ALL REINFORCING SHALL CONFORM TO ASTM A-615, GRADE

60.

4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND

PROVIDED IN FLAT SHEETS. WELDED WIRE FABRIC SHALL BE

PROPERLY SUPPORTED PRIOR TO PLACING CONCRETE.

HOOKING OF MESH IS NOT PERMITTED.

5. UNLESS OTHERWISE NOTED, REINFORCING STEEL MARKED

CONTINUOUS (CONT.) SHALL BE LAPPED 48 X BAR DIAMETER AT

SPLICES. FOR LAPS AT CORNERS, REFER TO TYPICAL DETAIL.

6. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN

PLACE TO PREVENT DISLOCATION DURING THE POURING

OPERATION. SLAB REINFORCING BARS SHALL BE SUPPORTED ON

HIGH CHAIRS AND BAR SPACERS OF SUITABLE DESIGN, OR

CONCRETE BLOCKS HAVING THE SAME MINIMUM COMPRESSIVE

STRENGTH OF THE CONCRETE SLAB.

7. DETAILING OF ALL CONCRETE STEEL REINFORCEMENT

SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES

(A.C.I. 315).

8. NO CONCRETE SHALL BE PLACED UNTIL ALL EMBEDDED

WORK HAS BEEN INSTALLED, TESTED AND INSPECTED.

9. EXCEPT AS OTHERWISE SHOWN MINIMUM PROTECTION

(CONCRETE COVER) FOR REINFORCING STEEL SHALL BE AS

FOLLOWS:

CONCRETE SURFACES CAST AGAINST SOIL: 3"

CONCRETE SURFACES EXPOSED TO EARTH OR WEATHER:1-1/2"

INTERIOR CONCRETE SURFACES: 3/4" FOR SLABS; 1-1/2” FOR

BEAMS & COLUMNS

STRUCTURAL STEEL:

1. ALL STRUCTURAL STEEL SHALL BE NEW, CLEAN AND

STRAIGHT. STEEL WIDE FLANGE SHAPES SHALL CONFORM TO

ASTM A-992, GRADE 50. ALL OTHER STEEL SHAPES SHALL

CONFORM TO ASTM 36 UNLESS OTHERWISE NOTED.

STRUCTURAL TUBES ( HSS ) SHALL CONFORM TO ASTM A-500,

GRADE B.

2. STRUCTURAL STEEL FABRICATION AND ERECTION SHALL

COMPLY WITH THE SPECIFICATIONS, THE VIRGINIA STATEWIDE

BUILDING CODE AND THE "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS," ANSI/AISC 360-05, WITH ITS LATEST

AMENDMENTS.

3. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE

AISC TYPE 2, STANDARD FRAMED BEAM CONNECTIONS. THE

FABRICATOR IS RESPONSIBLE FOR DESIGNING ALL

CONNECTIONS. WHERE REACTIONS ARE NOT INDICATED ON PLAN,

CONNECTIONS SHALL BE DESIGNED FOR ½ OF THE TOTAL

ALLOWABLE UNIFORM LOAD FOR LATERALLY SUPPORTED BEAMS

GIVEN IN PART 3 OF THE “STEEL CONSTRUCTION MANUAL”, 13TH

EDITION. CONNECTION DETAILS SHALL BE IN ACCORDANCE WITH

AISC STANDARDS.

4. UNLESS OTHERWISE NOTED ALL SHOP CONNECTIONS

SHALL BE WELDED AND ALL FIELD CONNECTIONS SHALL BE

BOLTED. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF

ALL CONNECTIONS. REFER TO SPECIFICATIONS.

5. ALL HOLES REQUIRED IN STRUCTURAL STEEL MEMBERS

FOR PIPING SHALL BE SHOWN ON THE SHOP DRAWINGS AND BE

MADE IN THE SHOP. NO HOLES SHALL BE CUT IN THE FIELD

WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD, AND NOTIFICATION OF THE CONTRACTING OFFICER.

6. WELDING SHALL COMPLY WITH THE "STRUCTURAL WELDING

CODE" PREPARED BY THE A.W.S., MINIMUM WELD SIZE SHALL BE

3/16" FILLET WELD, ELECTRODES SHALL BE E70XX. FOR ANGLE

CONNECTIONS WHERE WELDS ARE NOT NOTED, PROVIDE A

MININUM OF 2" OF 3/16" ON 2 SIDES OF ANGLE (4" TOTAL WELD).

7. UNLESS OTHERWISE NOTED HIGH STRENGTH BOLTS

SHALL COMPLY WITH ASTM A-325 AND ANCHOR BOLTS SHALL

COMPLY WITH ASTM A-1554 GRADE 36.

8. ALL EXPOSED LINTELS IN EXTERIOR WALLS SHALL BE

GALVANIZED.

STEEL DECK NOTES:

1. STEEL DECK SHALL CONFORM TO THE LATEST EDITION OF THE AISI

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

STEEL MEMBERS AND THE STEEL DECK INSTITUTE DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS AND ROOF DECKS.

2. ATTACH ROOF DECK TO SUPPORTS WITH 5/8” DIAMETER PUDDLE

WELDS IN ALL RIBS WHERE SIDELAPS OCCUR AND AT 12 INCHES ON

CENTER ALONG SUPPORTS. FASTEN SIDELAPS WITH #10 SELF TAPPING

SCREWS AT A MAXIMUM SPACING OF 18 INCHES.

3. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, “STRUCTURAL

WELDING CODE - SHEET STEEL.

4. DO NOT HANG OR SUPPORT ANY LOADS FROM METAL ROOF DECK.

5. DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.

LIGHTGAGE FRAMING

1. ALL LIGHT GAGE FRAMING SHALL CONFORM TO THE AMERICAN IRON

AND STEEL INSTITUTE (AISI) “SPECIFICATION FOR THE DESIGN OF COLD-

FORMED STEEL STRUCTURAL MEMBERS” LATEST EDITION.

2. UNLESS OTHERWISE NOTED, ALL STUDS SHALL BE GALVANIZED.

3. ALL GALVANIZED STUDS 16 GAGE AND HEAVIER SHALL BE FORMED

FROM STEEL THAT CORRESPONDS TO THE REQUIREMENTS OF ASTM A653,

GRADE 50, WITH MINIMUM YIELD OF 50,000 P.S.I.

3. ALL GALVANIZED STUDS LIGHTER THAN 16 GAGE, TRACK, BRIDGING,

AND ACCESSORIES SHALL BE FORMED FROM STEEL CORRESPONDING TO

THE REQUIREMENTS OF ASTM A653, GRADE 33, WITH A MINIMUM YIELD OF

33,000 P.S.I.

4. FOR EXTERIOR STUD SIZES, REFER TO PLANS AND SECTIONS.

MASONRY:

1. MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530 AND ACI

530.1, BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR

MASONRY STRUCTURES.

2. MASONRY BLOCK SHALL CONFORM TO ASTM C90. MASONRY

MORTAR SHALL CONFORM TO ASTM C270, TYPE S. MASONRY HAS BEEN

DESIGNED FOR A COMPRESSIVE STRENGTH OF 1500 PSI.

3. GROUT SHALL CONFORM TO ASTM C476. GROUT SHALL HAVE A

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI. SLUMP AT POINT

OF PLACEMENT SHALL BE BETWEEN 8 AND 10 INCHES.

4. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

BARS SHALL BE LAPPED PER MASONRY LAP SPLICE SCHEDULE. PROVIDE

BAR POSITIONERS FOR VERTICAL REINFORCING AT A MAXIMUM SPACING

OF 8 FEET ON CENTER.

6. GROUTING SHALL BE STOPPED 1-1/2” BELOW THE TOP OF A COURSE

SO AS TO FORM A KEY AT THE POUR JOINT.

7. ALL BOLTS, ANCHORS, ETC. PLACED IN THE WALL, SHALL BE

GROUTED SOLID INTO POSITION.

SAFETY:

1. IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION

PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY

RESPONSIBLE FOR CONDITION OF JOB SITE INCLUDING SAFETY OF ALL

PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK.

2. THE DUTY OF THE CONTRACTING OFFICER IN CONDUCTING

CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT

INTENDED TO INCLUDE REVIEW OF ADEQUACY OF CONTRACTOR'S

SAFETY MEASURES IN, ON, OR NEAR THE CONSTRUCTION SITE.

STRUCTURAL ABBREVIATIONS

ARCH. ARCHITECT, ARCHITECTURAL

BLDG. BUILDING

BOTT. BOTTOM

C.M.U. CONCRETE MASONRY UNIT

C.J. CONTROL JOINT

C.L. CENTERLINE

COL. COLUMN

CONC CONCRETE

CONT. CONTINUOUS

DIA. DIAMETER

DWG. DRAWING

ELEV. ELEVATION

EXP. EXPANSION

FNDN. FOUNDATION

F.O. FACE OF

F.O.B. FACE OF BRICK

FTG. FOOTING

GALV. GALVANIZED

HORIZ. HORIZONTAL

H.S. HIGH STRENGTH

INSUL. INSULATION

JT. JOINT

L ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MASMASONRY

MECH. MECHANICAL

MIN MINIMUM

O.C. ON CENTER

OPP. OPPOSITE

PAF POWDER ACTUATED FASTENER

P.J.F. PREMOLDED JOINT FILLER

PL. PLATE

P.S.I. POUNDS PER SQUARE INCH

P.S.F. POUNDS PER SQUARE FOOT

REINF. REINFORCE,REINFORCING

REQ'D. REQUIRED

SCHED. SCHEDULE

SECT. SECTION

SHT. SHEET

SPECS. SPECIFICATIONS

STL. STEEL

T.O. TOP OF

TYP. TYPICAL

U.O.N. UNLESS OTHERWISE NOTED

VERT. VERTICAL

W.W.F. WELDED WIRE FABRIC

W/ WITH

W/O WITHOUT

Ø DIAMETER

° DEGREES

± PLUS OR MINUS

PRECAST CONCRETE:

1. PRECAST CONCRETE WALL PANELS SHALL BE SOLID PANELS,

DESIGNED AND FABRICATED BY THE PRECAST CONCRETE

MANUFACTURER CERTIFED UNDER THE PCI PLANT CERTIFICATION

PROGRAM.

2. PANELS SHALL BE DESIGNED FOR THE WIND AND SEISMIC LOADS

NOTED BELOW, AND SHEAR LOADS AS INDICATED ON SHEET S-201,

REFER TO SPECIFICATIONS FOR SUBMITTAL REQUIREMENTS.

3. PRECAST CONCRETE UNITS SHALL HAVE A 28-DAY COMPRESSIVE

STRENGTH OF 5000 PSI MINIMUM.

4. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.

5. PRECAST UNITS SHALL CONFORM TO ACI 318 AND PCI MNL-122.

6. ALL CONNECTIONS OF PRECAST TO PRECAST, OR PRECAST TO

ADJACENT MEMBERS SHALL BE DESIGNED AND PROVIDED BY THE

PRECAST MANUFACTURER, AND INSTALLED BY THE CONTRACTOR.

OPEN WEB STEEL JOIST:

1. OPEN-WEB STEEL JOIST SHALL COMPLY WITH THE STANDARD

SPECIFICATION FOR OPEN WEB JOISTS OF THE STEEL JOIST INSTITUTE,

LATEST EDITION.

2. OPEN-WEB STEEL JOIST SHALL HAVE A MINIMUM BEARING ON STEEL

OF= 2 ½”

3. ALL STEEL JOIST SHALL BE WELDED WHEREVER THEY BEAR ON

STRUCTURAL STEEL MEMBERS, IN ACCORDANCE WITH THE S.J.I AND THE

A.I.S.C SPECIFICATIONS

4. FOR JOIST BRIDGING REQUIREMENTS SEE STANDARD S.J.I. AND

A.I.S.C. SPECIFICATIONS.

5. ROOF JOISTS SHALL BE DESIGNED FOR A NET UPLIFT LOAD OF 25

PSF. A SINGLE LINE OF BOTTOM CHORD BRIDGING SHALL BE PROVIDED

NEAR THE FIRST BOTTOM CHORD PANEL POINTS WHENEVER UPLIFT LOADS

OCCUR.

6. JOIST BRIDGING AND CONNECTIONS SHALL BE COMPLETELY

INSTALLED PRIOR TO PLACING ANY CONSTRUCTION LOADS ON THE JOISTS.

CONSTRUCTION LOADING SHALL NOT EXCEED THE JOIST DESIGN LOAD.

DESIGN CRITERIA:

1. INTERNATIONAL BUILDING CODE – 2009 EDITION .

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 STRUCTURAL ENGINEERING WITH

CHANGE 3

UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS

UFC 4-010-01 DOD MINIMUM ANTITERRORISM

STANDARDS( FEB 2012)

2. REFERENCED CODES: ACI 318 & COMMENTARY,

BUILDING CODE FOR REINF. CONCRETE; ANSI/AISC

360-05, “SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS.

NOTE: WHERE THREE BARS OCCUR, CENTER BAR

SHALL BE TREATED SAME AS INNER FACE BAR.

TYPICAL DETAIL SHOWING CONTINUOUS

REINFORCEMENT AT CORNERS AND

INTERSECTIONS

NOT TO SCALE

INTERSECTION

DIA.

16xBAR

DIA.

16xBAR

CORNER

36 x BAR DIA.

T Y P

O

T Y P

O

DIA.

16xBAR

D

IA

x B A R

TYPICAL WALL FOOTING DETAIL

AT PLUMBING / WATER LINES

WALL, REFER

TO PLANS

BOTTOM OF

FOOTING

INDICATED ON

FOUNDATION

PLUMBING/ WATER

LINE, REFER TO

PLUMBING DWGS.

FOR LOCATION

'X' DISTANCE

FROM TOP OF

PIPE TO

BOTTOM OF

FOOTING

FOOTING

SLEEVE IN WALL,

REFER TO PLUMBING

DWGS.

STEP BOTTOM OF FOOTING

BELOW PLUMBING LINE.

REFER TO TYPICAL

STEPPED FOOTING DETAIL

BACKFILL EXCAVATION WITH CONCRETE

TO LIMITS OF FOOTING PLUS 18" MIN.,

EACH SIDE OF FOOTING

NOTE: WHERE 'X' EXCEEDS 2 FEET

EXCAVATION MAY BE BACKFILLED WITH

COMPACTED STRUCTURAL FILL.

FOOTING ELEVATION

WHERE 'X' IS LESS THAN 3 INCHES

FOOTING ELEVATION

WHERE 'X' IS GREATER THAN 3 INCHES

SECTION TYPICAL

AT CONTRACTORS

OPTION, FOOTING

MAY BE LOWERED

BELOW PIPE.

NOT TO SCALE

M

IN

WHERE PLUMBING LINE INTERFERES

WITH FOOTING REINF., STOP REINF

AND ADD BARS AS SHOWN

3 - #5 BARS

2' - 0"

NOTE: THIS DETAIL IS ONLY APPLICABLE TO CASES WHERE

THE PIPE IS INSTALLED PRIOR TO CASTING THE FOOTING.

TYPICAL COLUMN ISOLATION

JOINT DETAIL

COLUMN

ELEVATION

PLAN

FOR COL. BASE

PLATE DETAILS. REFER

TO RELEVANT SECTIONS

SLAB ON GRADE

SLAB

ON

GRADE

NOTE: PAINT ALL STEEL

BELOW FLOOR WITH 2

COATS OF ASPHALTIC PAINT

COLUMN

REFER TO PLAN

OUTLINE OF COL.

BASE PLATE

C.L. COLUMN & CONST.

JOINT OR SAW JOINT,

REFER TO PLAN

ISOLATION JOINT

2" M

IN

FE

LT

BL

D G

R E

FE

R T O P

LA

N

IS

O

LA

TI

O N J O

IN

T

NOT TO SCALE

FOOTING (ELEV.)

CONST. JT.

SLAB (ELEVATION)

CONST. JT.

SLAB REINF.

TOP OF SLAB

ADD 3/4"Ø x 1'-6" PLAIN BAR

@ 12" O.C. MIDDLE OF SLAB

(GREASE ONE END)

CONST. JT.

(WOODEN BULK HEAD)

TYPICAL JOINT DETAILS

SAW JOINT

SLAB (ELEVATION)

1/8" WIDE SAWED JOINT (S.J.)

FILL WITH ELASTOMERIC

SEALANT PER SPECS.

1/4 DEPTH OF SLAB

NOT TO SCALE

D E P T H

FOOTING REINF. ADD #5 x 5'-0"

@ 12" O.C. (MIN.

2 BARS)

3"

(D

D E P T H

..D /3

TYPICAL SILL DETAIL

TOP OF FOOTING

ELEV. REFER TO

PLAN

FOR PAVING REFER

TO CIVIL DWGS.

1- #4CORNER BAR

FOR FOOTING SIZE AND

REINF. REFER TO PLAN

PROVIDE TWO

LAYERS OF 15 #

BLDG. PAPER

FOR SLAB SIZE AND

REINF. REFER TO PLAN

#4 @ 12" O.C. TOP

W/ 2 - #3 SUPPORT BARS

NOT TO SCALE

3' - 0"

WALL BEYOND

TYPICAL DETAIL SHOWING SLAB

REINFORCING @ EXT. DOORS &

CORNERS

#4 TOP

#4 @ 12" O.C. TOP

#3 SUPPORT.

#3 SUPPORT.

DETAIL @ EXT. DOOR

2- #4 x 3'-0"

MIDDLE OF

SLAB

SLAB CORNER

NOT TO SCALE

TYPICAL STEPPED FOOTING DETAIL

TOP OF FOOTING

FOR ELEV. REFER

TO PLAN

CONTINUOUS REINF.

NOTE: THIS DETAIL APPLIES TO ELEVATION CHANGES SHOWN ON PLAN

AND AT LOCATIONS NOT SHOWN BUT REQUIRED BY JOB CONDITIONS.

NOT TO SCALE

STEP LOCATIONS INDICATED

ON PLAN ARE APPROXIMATE

LOCATIONS AND SHOULD BE

LOCATED AS REQUIRED BY

PLUMBING, SOIL CONDITIONS,

GRADES, ETC.

36 x BAR Ø

36 x BAR Ø

36 x

BA

R Ø

MIN.

2' - 0"

M A X

MIN.

8"

TYPICAL ADDED REINF. @ JOIST SUPPORTING

LOADS BETWEEN PANEL POINTS

L-2x2x1/4 WELD

TO JOIST EACH SIDE

FOR JOIST,

REFER TO PLAN

NOT TO SCALE

LOAD

LOAD

JOIST ON BEAM

TYPICAL 'SP' JOIST CONNECTION DETAIL

TOP OF STEEL ELEV.

REFER TO PLAN

STEEL

BEAM

3/8" STABILIZER PLATE

EXTEND JOIST BOTTOM

CHORD AS SHOWN, @

'SP' JOIST

STIFFENER PLATES

AFTER ALL ROOF DEAD

LOADS ARE IN PLACE

NOT TO SCALE

O" 3/16 3/8" STIFF. PLATE

EACH SIDE

3/4" PLATE, WIDTH =

COL. + 2" (1" EA. SIDE

MIN.) LENGTH = COL. + 6"

(3" EA. SIDE) TYPICAL

UNLESS NOTED OTHERWISE

PLATE LENGTH

4 - 3/4" DIA.,

H.S. BOLTS

REFER TO PLAN

C.L. COLUMN

2 SIDED DOUBLE ANGLE

SHEAR CONNECTION

DETAIL AS PER

AISC TABLES

1/4

TYPICAL DETAIL SHOWING

BEAM BEARING ON COLUMN

NOT TO SCALE

TYPICAL BEAM TO COLUMN TAB PLATE

CONNECTION DETAIL

C.L. COLUMN

FOR BEAM SIZE,

REFER TO PLAN

1/2" MIN.

CAP PLATE TOP OF STEEL

ELEV. REFER

TO PLAN

3/8" MIN. TAB

PLATE

NOT TO SCALE

TYPICAL JOIST BRIDGING ANCHORAGE DETAILS

STEEL BEAM

BRIDGING, WELD

TO BM. FLANGES

AS SHOWN

JOIST

JOIST @ CMU WALL BEAM PARALLEL TO JOIST

NOT TO SCALE

2- 1/2"Ø ANCHOR BOLTS WITH 6"

EMBED. OR DRILLED-IN

ADHESIVE

BOLTS (AT EA. BRIDGING. LINE)

GROUT

SOLID WITH CONC.

JOIST, REFER TO PLAN

JOIST BRIDGING, WELD

TO BRIDGING

ANCHOR ANGLE L3x3x1/4

@ EA. BRIDGING LINE

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

S Y M

D A T E

A P P R

D E S C R

IP

T

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

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

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IR

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IN

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B E A C H , V A

N A S O C E A N A

N A V A L

FA

C

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A N

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B E A C H , V A

D A M N E C K A N N E X

A

B

C

D

PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

C :\A L O C A L R E V

IT

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rv t

/1 7/ :2 0:

P M

S002G

P S O F P E R

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E T E R S E C U R

IT

Y

M A

IN

E N T R Y I M P R O V E M E N T S S O F

T Y P

IC

A L D E T A

IL

S

MLM KBF KBF

1174158

Dec. 20, 2013

12655870

MASONRY LAP SPLICE SCHEDULE

BAR SIZE

REINF.

CENTERED

8", 10", 12"

MAS.

#3 16

1. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING

DIFFERENT SIZED BARS.

2. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL

GOVERN INSTEAD OF SCHEDULED LAP LENGTHS.

3. MECHANICAL COUPLERS MAY BE USED IN LIEU OF ANY LAP LENGTH

SHOWN.

4. WHEN LOW LIFT GROUTING IS USED, AND THE LAP LENGTH

EXCEEDS THE GROUT LIFT HEIGHT, A MECHANICAL COUPLER IS

REQUIRED IN LIEU OF LAPPED REINF.

NOTES:

#4

#5

#6

60#7

REINF.

CENTERED

6" MAS.

REINF.

FACE

2" CLR.

TYPICAL LINTEL DETAILS

LINTEL DEPTH

REFER TO

SCHED.

MASONRY

F.O.B.

C.L. EXP. BOLT

(FOR SPANS

OVER 6'-0")

FOR ANGLE

REFER TO NOTES

FOR REINF.

REFER TO

SCHED.

CMU WALL

WIDTH OF

ATTACHED STEEL BRICK SUPPORT

FOR

REINF.

REFER TO

SCHED.

MIN.

4"

NOT TO SCALE

F.O.B.

LOOSE STEEL BRICK SUPPORT

5/16"

MASONRY AND PRECAST

CONCRETE LINTEL SCHED.

FOR C.M.U. PARTITIONS

WALL

WIDTH 4' SPAN &

LESS CLEAR

SPAN

TOP AND BOTTOM REINFORCING

OVER 4' TO

6' CLEAR

SPAN

OVER 6' TO

8' CLEAR

SPAN

6" 1 - # 5 1 - # 5 1 - # 6

2 - # 4 2 - # 4 2 - # 5

2 - # 4 2 - # 5 2 - # 6

2 - # 5 2 - # 6 2 - # 7

1. FOR SIZE AND LOCATION OF OPENINGS REFER TO ARCH.

DRAWINGS.

2. BEARING SHALL BE 8" MINIMUM EACH END.

3. LINTELS UP TO 6'-0" SPAN SHALL BE 7 5/8" DEEP.

LINTELS OVER 6'-0" SPAN SHALL BE 15 5/8" DEEP.

4. FOR HEAD DETAILS REFER TO ARCHITECTURAL DRAWINGS.

5. IN ADDITION TO MASONRY LINTELS AND AS REQUIRED BY

ARCHITECTURAL DETAILS PROVIDE 4" x 6" x 5/16" LOOSE LINTELS AND 4" x 6" x 5/16" ATTACHED LINTELS FOR VENEER SUPPORT. WHERE VENEER

IS PRECAST, CONTRACTOR HAS OPTION TO HAVE PRECAST VENEER

DESIGNED TO SPAN OPENINGS.

6. FOR SPANS OVER 6'-0" LINTEL ANGLE SHALL BE ATTACHED TO

MASONRY OR PRECAST LINTEL WITH 5/8" ROUND EXPANSION BOLTS AT

3'-0" O.C. (MIN. 3 PER ANGLE).

7. STEEL LINTEL ANGLES SHALL BE GALVANIZED.

8. REINFORCING STEEL SHALL BE A.S.T.M. GRADE 60.

9. CONTRACTOR SHALL SUBMIT FOR APPROVAL SHOP DRAWINGS AND

SCHEDULES SHOWING SIZE, DETAILS, LOCATION, ETC. FOR ALL LINTELS

IN C.M.U. WALLS.

NOTES:

8"

10"

12"

LINTEL SHALL HAVE SOLID BOTTOM

AND BE 2" WIDER THAN WALL ABOVE

(TYP)

NOT TO SCALE

TYPICAL DETAILS SHOWING VERTICAL

REINFORCING IN MASONRY WALLS

PLAN DETAIL SECTION

FOR BAR SIZE AND MAX.

SPACING REFER TO

RELEVANT

FOUNDATION SECTION

CONTROL JOINT,

REFER TO ARCH.

DWGS.

PLACE VERTICAL BAR @

CORNERS AND ENDS OF WALLS

AND @ EACH SIDE OF ALL

WALL OPENINGS AND CONTROL

JOINTS

FOR EXACT SIZE AND

LOCATION OF WALL

OPENINGS REFER TO

ARCH. AND MECH. DWGS.

STANDARD 90° HOOK

FOR FOUNDATION REFER TO

FOUNDATION PLAN AND

DETAILS

DOWELS SAME SIZE AND LOCATION

AS VERT. WALL REINF.

SPLICES AND DOWEL LAPS PER MASONRY

BAR SPLICE SCHEDULE, PROVIDE SPLICES

WHERE INDICATED ON PLAN & AS REQ'D BY

FABRICATOR SHOP DRAWINGS.

VERTICAL WALL REINF. (REFER TO

SCHED.) FULL HEIGHT OF WALL. FILL

BLOCK VOIDS SOLID WITH GROUT AT

EACH BAR (REFER TO SPECS.)

FLOOR

(U.O.N.)

EQUAL

(U.O.N.)

EQUAL

TYPICAL JOIST BEARING ON CMU DETAILS

2 -1/2"Ø x 4"

HEADED STUDS

FOR BOND BEAM

REFER TO

RELEVANT SECTION,

TYPICAL

JOIST BEARING ELEVATION

= TOP OF BOND BEAM,

TYP.

NOT TO SCALE

1/2" TYP.

EDGE OF BOND

BEAM

BRG. PLATE1/2"x6"*x 0'-10"

RELEVANT SECTIONS, (TYP.)

CMU BEARING WALL

FOR WIDE REFER TO

TYP.

WHERE WALL CONTINUES,

BLOCK SOLID AROUND BEAM

AFTER INSTALLATION

BEAM, REFER TO PLAN

PROVIDE SOLID BLOCK OR FILL

VOIDS SOLID WITH CONC. 3'-0"

MINIMUM EACH SIDE OF BEAM

ABOVE. (MORTAR JOINTS SHALL

BE FULL WIDTH OF CMU)

6'-0" LONG MASONRY JOINT

REINFORCING, EACH COURSE, 3

COURSES BELOW BEAM

BEARING

BEARING PLATE, 1/2" X

6" X 1'-0", UNLESS

OTHERWISE NOTED.

NON-METALIC, NON-

SHRINK GROUT

SETTING BED (3/4" MIN.)

2 - 3/4" DIA. x 12"

HEADED ANCHOR

BOLTS (A307)

TYPICAL DETAIL SHOWING STEEL

BEAM BEARING ON CMU

NOT TO SCALE

ATFP OPENING SUPPORTS AND BRACING

NOT TO SCALE

ELEVATION

CHANNEL @ EACH JAMB OF

OPENING

C6x8.2 FOR SPANS UP TO 15' C8x11.5 FOR SPANS OVER 15'

C6x8.2 @ HEAD & SILL OF

OPENING, ATTACH TO

VERTICAL CHANNEL WITH

L-4x4x1/4 x 0'-4" (SAME AS

TOP CLIP)

FIRST FLOOR

SLAB

ATFP BRACING ONLY OCCURS TO OCCUPIED

PORTION OF THE VISITOR CENTER, REFER

TO SHEET S001G FOR LOCATION.

SECTION

FOR BEAM REFER

TO PLAN

CLIP L-6x3 1/2 x 5/16 (LLH) x 0'-4", W/ (2) 1/2"Ø EXP.

BOLT (3" GAGE)

CLIP L-4x4x1/4 x 0'-4" WELD TO

BEAM AND CHANNEL WITH

MINIMUM OF 4" OF 3/16"

FILLET WELD (2 EACH SIDE)

OPENING

C6x8.2 @ HEAD &

SILL OF OPENING

CHANNEL @ EACH JAMB

OF OPENING

C6x8.2 FOR SPANS UP TO 15' C8x11.5 FOR SPANS

OVER 15'

FOR BEAM

REFER TO PLAN

8"

16 GAGE STUD

(LAID FLAT)+ 14

GAGE TRACK,

HANG FROM BEAM

ABOVE WITH

STUDS.

8"

C6x8.2, BLOCK SOLID @

ATFP WINDOWS,

PROVIDE LIGHTGAGE

TRACK T&B OF CHANNEL

WHERE PC PANEL

DOES NOT SPAN

ACROSS OPENING,

PROVIDE L-6x4x5/16, (LLV)GALV, BEAR

8" MIN, EACH END.

LINTELS/FRAMING @ EXTERIOR

LIGHTGAGE WALL FRAMING.

BLOCKING,

REFER TO

ARCH.

DRAWINGS

PC PANEL

(WHERE

APPLICABLE)

PC PANEL

(WHERE

APPLICABLE)

NOT TO SCALE

WHERE WINDOW DOES

NOT ALIGN WITH CHANNEL,

PROVIDE 1/4" PLATE,

WELDED TO CHANNEL FOR

WINDOW CONNECTION,

COORDINATE WITH

WINDOW MANUFACTURER

FOR PLATE WIDTH.

TYPICAL LINTEL DETAIL TYPICAL LINTEL @ ATFP OPENING

PC PANEL DESIGNED

TO SPAN OVER

OPENING (BY

PRECAST

MANUFACTURER).WHERE PC PANEL

DOES NOT SPAN

ACROSS OPENING,

PROVIDE L-6x4x5/16, (LLV)GALV, BEAR

8" MIN, EACH END.

LINTELS @ EXTERIOR PRECAST WALL

BLOCKING,

REFER TO

ARCH.

DRAWINGS

PC FASCIA

PANEL

NOT TO SCALE

TYPICAL LINTEL DETAIL TYPICAL LINTEL @ ROLL-UP DOOR

1' - 2"

PLATE 6"X6"X1/4" W/ (2)

1/2"Ø HEADED STUDS,

SPACE @ 4'-0" O.C. MAX

@ LINTELS (MAXIMUM

1'-0" FROM FACE OF

OPENING)

1'-1" X 1/4" CONT. PLATE

(GALV)

L-4x3x5/16 (LLV), WELD

TO PLATES WITH 2" OF

1/4" FILLET WELDS @

12" O.C.

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

S Y M

D A T E

A P P R

D E S C R

IP

T

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

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

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G C O M M A N D

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B E A C H , V A

N A S O C E A N A

N A V A L

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A N

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IA

B E A C H , V A

D A M N E C K A N N E X

A

B

C

D

PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

C :\A L O C A L R E V

IT

F

IL

E S \1 S O F V

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IT

O R C E N T E R N R W S tru ct ur al _c om pu te r2 5.

rv t

/1 7/ :2 0:

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S003G

P S O F P E R

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T Y P

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A L D E T A

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S

MLM KBF KBF

1174158

Dec. 20, 2013

12655871

DAVID P. ISBELL AI

NI

G

RI

VFOHTLAEWNO

M

M O

C

No.

ARCH TI ECT

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

SY

M

DA

TE

AP

PR

DE

SC

RI

PT

IO

N

AS NOTED

N40085-09-D-5027-0005

SEAL

A/E INFO

DE

PA

RT

ME

NT

O

F

TH

E

NA

VY

NA

VA

L F

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/19 /20

9:

:53

A M

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DPR DLS DPR

1174158

14993

Dec. 20, 2013

12655959

P527 SOF PERIMETER SECURITY & MAIN ENTRY

IMPROVEMENTS - SOF GATE CANOPY

NAS OCEANA DAM NECK ANNEX VIRGINIA BEACH, VA

/1

A1

S301C

A D

/1

1C1 24"x24" CONC. COL W/ 8-#8 VERT.

SPACED EQUALLY AROUND COL.

PERIMETER AND #5 TIES AT 12" O.C.

(U.O.N. IN SECTION) (TYP.)

F8.0

F8.0 8'-0" x 8'-0" x 2'-0" COLUMN

FOOTING W/ 9-#6 TOP AND

BOTT. EACH WAY (TYP)

C1 C1

F7.0 F7.0

F8.0

C1

C1 C1

F7.0 7'-0" x 7'-0" x 2'-0" COLUMN

FOOTING W/ 8-#6 TOP AND

BOTT. EACH WAY (TYP)

F7.0

8' - 0"

8' - 0"

CB

54' - 2 9/16" 42' - 2" 30' - 1 7/16"

C1

C1 C1

F8.0

F8.0

F7.0

C1

1. UNLESS OTHERWISE NOTED THUS (-_____) ON PLAN,

TOP OF ALL COLUMN FOOTINGS @ SOF GATE CANOPIES

SHALL BE AT ELEVATION 6.55, INDICATING ACTUAL

ELEVATION.

3. NO FOUNDATION WORK SHALL BE INSTALLED UNTIL ALL

UNDERGROUND UTILITIES, ETC. HAVE BEEN COORDINATED

WITH FOUNDATION LOCATIONS AND ELEVATIONS.

4. FOR GENERAL NOTES AND TYPICAL DETAILS, REFER TO

SHEETS S001G, S002G AND S003G.

SHEET KEY NOTES #

1. OUTLINE OF CANOPY ABOVE.

THE FOUNDATIONS AND COLUMNS HAVE BEEN DESIGNED BASED

UPON PRELIMINARY LOADING AND FRAME SUPPORT/COLUMN

LOCATIONS. SPACE FRAME SHOP DRAWINGS SHALL BE SUBMITTED

INCLUDING ALL SUPPORT/COLUMN LOCATIONS, AND REACTIONS.

STRUCTURAL ENGINEER OF RECORD SHALL REVIEW SHOP

DRAWINGS INCLUDING SPACE FRAME SUPPORT/COLUMN

REACTIONS/LOCATIONS AND ISSUE REVISED DRAWINGS, AS

REQUIRED TO SUPPORT ANY CHANGES, PRIOR TO ANY

FOUNDATION WORK. FOR LOADING REQUIREMENTS REFER TO

SHEET S102C.

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

S Y M

D A T E

A P P R

D E S C R

IP

T

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

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

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G C O M M A N D

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B E A C H , V A

N A S O C E A N A

N A V A L

FA

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ID

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A N

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B E A C H , V A

D A M N E C K A N N E X

A

B

C

D

PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

C :\A L O C A L R E V

IT

F

IL

E S \1 S O F C an op y S T R U C T U R A L

- C en tr al _c om pu te r2 5.

rv t

/1 7/ :3 3:

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S101C

P S O F P E R

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IN

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S O F G A T E C A N O P Y F O U N D A T

IO

N P

LA

N S

KEM MLM MLM

1174158

14994

DEC. 20, 2013

1265596104'0 8' 16'

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

1/8" = 1'-0"

SOF GATE CANOPY FOUNDATION PLAN

FOUNDATION PLAN NOTES

SPACE FRAME DESIGN CRITERIA

A1

S301C

A D

/1

/1

1 1

CB

54' - 2 9/16" 42' - 2" 30' - 1 7/16"

1. DATUM FOR ALL ELEVATIONS GIVEN ON THIS PLAN IS TOP OF

PAVEMENT @ HIGH POINT ELEV. 8.55 = 0'-0".

2. ROOF CONSTRUCTION SHALL BE A 1 1/2" DEEP 20 GAGE

GALVANIZED ROOF DECK SUPPORTED ON A PRE-ENGINEERED

SPACE FRAME ROOF STRUCTURE BEARING ON CONCRETE COLUMNS.

UNDERSIDE OF SPACE FRAMES SHALL BE A MINIMUM OF 17'-6"

ABOVE THE HIGHEST PAVEMENT ELEV. (PAVEMENT @ SOF ELEV. 8.55)

3. PRE-ENGINEERED SPACE FRAME SHALL BE DESIGNED FOR THE

FOLLOWING LOADS IN ADDITION TO SELF-WEIGHT:

COLLATERAL DEAD LOAD: 10 PSF

ROOF LIVE LOAD: 20 PSF (REDUCIBLE)

WIND, SEISMIC, SNOW LOADS: REFER TO SHEET S001G.

4. FOR COLUMN SIZE SEE FOUNDATION PLAN.

5. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TO SHEET

S001G, S002G AND S003G.

1. EXTENT OF CANOPY ROOF.

SHEET KEY NOTES #

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

S Y M

D A T E

A P P R

D E S C R

IP

T

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

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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S E N G

IN

E E R

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G C O M M A N D

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B E A C H , V A

N A S O C E A N A

N A V A L

FA

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S E N G

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E E R

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G C O M M A N D M

ID

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A N

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B E A C H , V A

D A M N E C K A N N E X

A

B

C

D

PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

C :\A L O C A L R E V

IT

F

IL

E S \1 S O F C an op y S T R U C T U R A L

- C en tr al _c om pu te r2 5.

rv t

/1 7/ :3 3:

P M

S102C

P S O F P E R

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M A

IN

E N T R Y I M P R O V E M E N T S O F

S O F G A T E C A N O P Y R O O F F R A M

IN

G P

LA

N S

KEM MLM MLM

1174158

14995

DEC. 20, 2013

12655961

1/8" = 1'-0"

SOF CANOPY ROOF FRAMING PLAN

ROOF FRAMING PLAN NOTES

4'0 8' 16'

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

PERIMETER MEMBER OF

SPACE FRAME SHALL BE

FLAT SIDED TO

ACCOMMODATE FASCIA

ATTACHMENT.

(TYP @ PERIMETER OF

CANOPY/SPACE FRAME)

L-4x4x1/4 CONT

(GALV)

FOR FASCIA

FRAMING, REFER

TO ARCH.

DRAWINGS

STEEL ROOF DECK

RAIN LEADER (WHERE APPLICABLE),

ENCASE IN CONCRETE COLUMN.

FOR COL. SIZE AND REINF. REFER TO PLAN

BOTTOM OF TRUSS, 17'-6"

CLEAR MINIMUM FROM TOP

OF PAVEMENT BELOW (TYPICAL)

GRID/CENTERLINE OF

COLUMN & FOOTING

T Y P

FOR FOOTING SIZE

AND REINF. REFER

TO PLAN

FOR PAVING REFER

TO CIVIL DWGS.

COL. TIES, REFER TO PLAN

TOP OF COLUMN ELEVATION SHALL BE

COORDINATED WITH SPACE FRAME

MANUFACTURER

DOWELS TO MATCH

VERT. REINF.

U .O .N x B A R D

IA

C L R

3/4" CHAMFER @ CORNERS

12" X 12" X 3/4" TOP PLATE

W/ (4) 3/4"Ø X 1'-6" LONG HEADED

STUDS, WELDED TO PLATE

(GALV)., SUPPORT ON 4" GROUT

BED.

1 1/2"

SPACE COLUMN TIES AS SHOWN

AT TOP OF COLUMN

16' - 8"

TOP OF

COLUMN

17' - 9"

2"

S301C

B3

2"

362S162-54 STUDS

@ 16" O.C.

12 GAGE BENT PLATES W/

(4) #12 SCREWS @ STUD,

AND (4) PAF FASTENERS

@ ANGLE.

362S162-54 STUD

SUPPORT @ EACH

VERTICAL STUD, ATTACH

TO STUD & CLIP WITH (4)

#12 SCREWS

L-4x4x1/4 CONT. , PROVIDE 1" WIDE X 2" LONG

SLOTS IN HORIZONTAL LEG @ 2'-0" O.C. TO

WELD ANGLE TO THE TOP TUBE. WITH 1/4"

FILLET WELDS.

3" STEEL DECK, REFER

TO PLAN

TOP CHORD OF TRUSS

(TUBE) BY SPACE FRAME

MANUFACTURER

FOR FASCIA, ROOFING & INSULATION,

REFER TO ARCHITECTURAL

DRAWINGS.

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

S Y M

D A T E

A P P R

D E S C R

IP

T

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

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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S E N G

IN

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N A V A L

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A N

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IN

IA

B E A C H , V A

D A M N E C K A N N E X

A

B

C

D

PHONE: (757) 474-0612 FAX: (757) 474-0919

VIRGINIA BEACH, VIRGINIA, 23464

748 LORD DUNMORE DRIVE, SUITE 101

NRW

CONSULTING STRUCTURAL ENGINEERS

C :\A L O C A L R E V

IT

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- C en tr al _c om pu te r2 5.

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S301C

P S O F P E R

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S O F G A T E C A N O P Y S T R U C T U R A L S E C T

IO

N S

KEM MLM MLM

1174158

14996

DEC. 20, 2013

12655962

SECTION

1/2" = 1'-0"S101C

A1

S-102C

0 1' 2' 4'

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

DETAIL

3" = 1'-0"S301C

B3

0 6" 1'

SCALE: 3"=1'-0"

3"

A201CB1

A201C

A201C

A201C

A1

B3

C1

TYP

A B C

54'-2 9/16" 42'-2" 30'-1 7/16"

'-2

'-1 5/

B1 A501C

'-2

'-3 1/

2"

96'-4" 36'-4 1/2"

'-5

1/ 2"

132'-8 1/2"

D

1/2" / 12"

1/2

1/2

1/2" / 12"

1/2

1/2" / 12"

HIP

ROOF PLAN LEGEND

DIRECTION OF ROOF SLOPE

ROOF DRAIN

LIGHTNING PROTECTION (GROUND ROD),

REFER TO ELECTRICAL DRAWINGS

DAVID P. ISBELL AI

NI

G

RI

VFOHTLAEWNO

M

M O

C

No.

ARCH TI ECT

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

SY

M

DA

TE

AP

PR

DE

SC

RI

PT

IO

N

AS NOTED

N40085-09-D-5027-0005

SEAL

A/E INFO

DE

PA

RT

ME

NT

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VY

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VA

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/19 /20

9:

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A M

A101C

P

S

O F

P E

R

IM

E

TE

R S

E C

U R

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Y

M

A

IN

E N

TR

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P

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N T

- S O

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AN

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PL

AN

DRP DLS DPI

1174158

14997

Dec. 20, 2013

12655963

1/8" = 1'-0"

SOF CANOPY ROOF PLAN

KEYNOTES

1 2 PLY MODIFIED BITUMEN ROOF

2 ROOF DRAIN

3 TAPERED INSULATION

4 LIGHTNING PROTECTION SYSTEM, REFER

TO ELECTRICAL DRAWINGS

24'16'8'4'0 1/8"=1'-0"

T.O. DECK - SOF

CANOPY

22'-7 1/2"

FIN FL

0'-0"

4 4 4

T.O. DECK - SOF

CANOPY

22'-7 1/2"

FIN FL

0'-0"

A B C

D

T.O. DECK - SOF

CANOPY

22'-7 1/2"

FIN FL

0'-0"

1 2 3

4 4

T.O. DECK - SOF

CANOPY

22'-7 1/2"

FIN FL

0'-0"

ABC

D

DAVID P. ISBELL AI

NI

G

RI

VFOHTLAEWNO

M

M O

C

No.

ARCH TI ECT

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

SY

M

DA

TE

AP

PR

DE

SC

RI

PT

IO

N

AS NOTED

N40085-09-D-5027-0005

SEAL

A/E INFO

DE

PA

RT

ME

NT

O

F

TH

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NA

VY

NA

VA

L F

AC

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/19 /20

9:

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A M

A201C

P

S

O F

P E

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U R

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N T

- S O

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TI

ON

S

DRP DLS DPI

1174158

14998

Dec. 20, 2013

12655964

1/8" = 1'-0"A101C

CANOPY ELEVATIONB1

1/8" = 1'-0"A101C

CANOPY ELEVATIONC1

1/8" = 1'-0"A101C

CANOPY ELEVATIONB3

KEYNOTES

1 REINFORCED CONCRETE COLUMN,

REFER TO STRUCTURAL DRAWINGS

2 ALUMINUM COMPOSITE PANEL SYSTEM

3 STEEL TRUSS, SEE STRUCTURAL

DRAWINGS

4 LAMBS TONGUE, REFER TO DETAIL ON

SHEET A501C

1/8" = 1'-0"A101C

CANOPY ELEVATIONA1

24'16'8'4'0 1/8"=1'-0"

2'- 2"

4"

9 5/8"

1/2" / 12"

3"

141423

8" MINIMUM, TYP.

" A

BO

VE

G

RA

DE

DAVID P. ISBELL AI

NI

G

RI

VFOHTLAEWNO

M

M O

C

No.

ARCH TI ECT

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

SY

M

DA

TE

AP

PR

DE

SC

RI

PT

IO

N

AS NOTED

N40085-09-D-5027-0005

SEAL

A/E INFO

DE

PA

RT

ME

NT

O

F

TH

E

NA

VY

NA

VA

L F

AC

ILI

TI

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IN

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RI

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C

OM

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VI

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IN

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NA

NA

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IN

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D-

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F Ca no pie s - A

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- C en tra l_d sa nfo rd .rv t

/19 /20

9:

:31

A M

A501C

P

S

O F

P E

R

IM

E

TE

R S

E C

U R

IT

Y

M

A

IN

E N

TR

Y

IM

P

R O

V E

M E

N T

- S O

F

SO

F

GA

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C

AN

OP

Y

- R

OO

F

DE

TA

ILS

DRP DLS DPI

1174158

14999

Dec. 20, 2013

12655965

KEYNOTES

1 ALUMINUM COMPOSITE PANEL SYSTEM

2 CONTINUOUS SEALANT

3 3-5/8" METAL STUD FRAMING @ 16" O.C., AT BULK HEADS

4 1/2" GLASS MAT SHEATHING

5 STEEL ANGLE, SEE STRUCTURAL DRAWINGS

6 CONTINUOUS BACKER ROD AND SEALANT

7 TREATED WOOD BLOCKING

8 ALUMINUM COMPOSITE COPING

9 WRAP BITUMEN SHEET OVER WOOD BLOCKING

10 ALUMINUM COMPOSITE PANEL TERMINATION CLIP, PROVIDE

FASTENERS TO SECURE TO BLOCKING

11 (3) ROWS, 1/8" DIAMETER WEEP/VENT AT 1" O.C. CONTINUOUS

12 METAL COUNTER-FLASHING RECIEVER

13 2-PIECE METAL COUNTER-FLASHING

14 MODIFIED BITUMEN FLASHING

15 ROOF MEMBRANE SYSTEM MANUF APPROVED CUT-OFF

MASTIC

16 MODIFIED BITUMEN CAP SHEET

17 MODIFIED BITUMEN BASE SHEET

18 1/2" PROTECTION BOARD

19 2" RIGID INSULATION

20 STEEL TUBE, SEE STRUCTURAL DRAWINGS

21 METAL ROOF DECK, SEE STRUCTURAL DRAWINGS

22 36" X 36" 4 LB. LEAD FLASHING SET IN ASPHALT CEMENT

23 ROOF DRAIN

24 ROOF DRAIN PIPE

25 REINFORCED CONCRETE COLUMN, REFER TO STRUCTURAL

DRAWINGS

26 CAST BRONZE WALL FLANGE

27 CAST BRONZE NOZZLE

28 BIRD SCREEN

29 RAIN LEADER, REFER TO PLUMBING DRAWINGS

30 SEE STRUCTURAL DRAWINGS FOR CANOPY ROOF FRAMING

DETAILS AND CONNECTIONS

31 1/2" DIA. ANCHOR BOLTS W/NUT AND WASHERS STAGGERED

AT 24" O.C.

32 TAPERED RIGID INSULATION

3" = 1'-0"A101C

ROOF DETAILB1

3" = 1'-0"

TYPICAL ROOF DRAIN DETAIL

0 1" 6" 9"2" 3" 4" 5" 1' 3"=1'-0"

3" = 1'-0"

TYPICAL LAMBS TONGUE DETAIL

A

C

O P R

E R

E

GE N

I N

ANO

E S S I

F

L

Lic. No. 048052

SORIN C. NICU

NW

O O M M

HT O

RG

IV

I

AE

N I

L F

J

J J JJ J J

J

J J

J

FINISHED GRADE

GUARD HOUSE

IN/OUT IN/OUT IN/OUT IN/OUT

TRAFFIC CONTROLLER (TYPICAL)

IN/OUT

IN/OUT

TWO 4-GANG SWITCHBANKS

PANEL 'LG1'LIGHTING

CONTACTOR

SECURITY

BACKBOARD

CANOPY LIGHT FIXTURE (TYPICAL OF 14)

DETERENT SYSTEM SWITCH

ELECTRONIC BIRD

ALL FIXTURES IN THIS AREA

ARE TYPE " " U.O.NS

ALL FIXTURES IN THIS AREA

ARE TYPE " " U.O.NS

G R G R

G R

OUT OUT

G R G R ININ G R IN

OUT

2 2

G R OUT

G R IN

12 12 12

1213 LG1-3

101010

1/8" = 1'-0" 0' 5' 10' 20' 30'

GRAPHIC SCALE

29 N. Kings Way

Hampton,Virginia 23669-3503 Phone: (757) 722-7074 Fax: (757) 722-9092

A

OF

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417 - 0140

SHEET

B

C

1 2 3 4 5

D

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

1 2 3 4 5

<<XX>>

CHIEF ENG/ARCH

BRANCH MANAGER

<<PM/DM>>

DES DRW CHK

SATISFACTORY TO DATE

DES

APPROVED

FOR COMMANDER NAVFAC

SY

M

DA

TE

AP

PR

DE

SC

RI

PT

IO

N

AS NOTED

N40085-12-R-4515

SEAL

A/E INFO

DE

PA

RT

ME

NT

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F

TH

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VY

NA

VA

L F

AC

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IN

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C

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/18

/20

2:

:42 P

M

E101C

P

S

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P E

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U R

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A

IN

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P

R O

V

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W A

TC

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F

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- L

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HT

IN

G

RJP RJP SCN

149101

2013 DEC 20

12655967

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

SOF SOUTH GATE CANOPY - LIGHTING

SHEET KEYNOTES

1. TO CIRCUIT HU-1 VIA LIGHTING CONTACTOR IN ELECTRICAL ROOM 107 IN

VISITOR CENTER. PROVIDE ONE 1" CONDUIT WITH 2#10 AND 1#10 GND FROM

POWER HANDHOLE. SEE SHEET ES102S IN SOF PACKAGE FOR LOCATION OF

POWER HANDHOLE.

2. CONNECT TO SWITCHBANK IN GUARD HOUSE. GREEN/RED LIGHT CANOPY

DETAIL THIS SHEET.

GENERAL NOTES

A. FOR DETAILS AND LIGHT FIXTURE SCHEDULE SEE SHEETS E501D THROUGH

E505D IN SOF PACKAGE.

B. FOR PANELBOARD SCHEDULES SEE SHEETS E601S AND E602S IN SOF

PACKAGE.

SCALE: NOT TO SCALE

SOF CANOPY GREEN/RED LIGHT ELEVATION

3. PROVIDE ONE 1" CONDUIT, EACH WITH 3#12 AND 1#12 GROUND FROM

SWITCHBANK IN GUARD HOUSE TO JUNCTION BOX, ENCASE CONDUIT IN

CONCRETE COLUMN.

4. RUN CONDUITS PARALLEL TO CANOPY SUPPORT STRUCTURE FOR

CONCEALMENT.

5. GREEN/RED LIGHT, FOUR FOR INCOMING AND FOUR FOR OUTGOING TRAFFIC.

SUPPORT TO CANOPY STRUCTURE AS REQUIRED. CENTER LIGHT FIXTURE OVER

ASSOCIATED LANE.

5 TYPICAL

6. PROVIDE FOUR 1/2" CONDUITS FROM INCOMING TRAFFIC JB AND FOUR 1/2"

CONDUITS FROM OUTGOING JB, EACH WITH 3#12 AND 1#12 GROUND TO

TRAFFIC CONTROLLER'S OF ASSOCIATED GREEN/RED LIGHT.

7. PROVIDE ONE 3/4" CONDUIT TO JUNCTION BOX, ENCASED IN CONCRETE

COLUMN, FOR CANOPY LIGHTING CIRCUIT.

8. CONNECT TO METAL HALIDE FIXTURES. SEE CANOPY LIGHTING PLAN THIS

SHEET.

9. POWER JUNCTION BOX FOR CCTV POWER.

10. CCTV SECURITY CAMERA. PROVIDED AND INSTALLED BY SECURITY

CONTRACTOR.

11. CONNECT TO POWER JUNCTION BOX.

12. CONNECT TO SECURITY JUNCTION BOX.

12121212 11 11 11 11

13. CCTV SECURITY JUNCTION BOX.

14. MOUNT LIGHT FIXTURES SO THAT THE BOTTOM OF THE LIGHT FIXTURE IS

FLUSH WITH THE BOTTOM OF THE CANOPY CHORD.

15. PROVIDE ONE 1" CONDUIT TO ELECTRONIC BIRD DETERENT SYSTEM. PROVIDE

WIRING PER MANUFACTURER'S REQUIREMENTS.

14 TYPICAL