719_BC-PH2_S-001(Amend5).pdf

ABBREVIATIONS

ABBREVIATION

AB

AFF

ANR

APPROX

ARCH

ATFP

BC

BEJ

BM

BOC

BOS

BRG

BP

BRP

CFMF

CFS

CJ

CL

CLR

CMU

COL

CONN

CONC

CONT

COORD

DE

DIA

DIAG

DIM

DN

EA

EF

EJ

ELEV, EL

EOS

EQ

EW

EXT

FDN

FFE

FOB

FS

FTG

GA

HORIZ

HS

HSS

JBE

JS

JST

KB

KIPS (k)

LG

LLH

LLV

LSH

LSV

MAX

MCJ

MECH

MFR

MIN

MOW

N/A

NIC

NO

NOM

OC

OPP

PCL

PJF

PL

PLF

PSF

PSI

REINF

REJ

SC

SCHED

SDS

SF

SHT

SIM

SPA

STD

T&B

TOC

TOF

TOM

TOS

TOW

TS

TYP

UON

VERT

WF

WP

WWF

WT

DESCRIPTION

ANCHOR BOLT

ABOVE FINISHED FLOOR

ANCHOR

APPROXIMATELY

ARCHITECTURAL

ANTI-TERRORISM AND FORCE

PROTECTION

BOTTOM CHORD

BUILDING EXPANSION JOINT

BEAM

BOTTOM OF CONCRETE

BOTTOM OF STEEL

BEARING

BEARING OR BASE PLATE

BRICK RELIEF PLATE

COLD-FORMED METAL

FRAMING

COLD-FORMED STEEL

CONTROL JOINT

CENTER LINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONNECTION

CONCRETE

CONTINUOUS

COORDINATE

DECK EDGE

DIAMETER

DIAGONAL

DIMENSION

DOWN

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

EDGE OF SLAB

EQUAL

EACH WAY

EXTENSION

FOUNDATION

FINISHED FLOOR ELEVATION

FACE OF BRICK

FOOTING STEP

FOOTING

GAGE

HORIZONTAL

HIGH STRENGTH

HOLLOW STRUCTURAL SHAPE

JOIST BEARING ELEVATION

JOIST SUBSTITUTE

JOIST

KNUCKLED BEAM

1000 POUNDS

LONG

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

MAXIMUM

MASONRY CONTROL JOINT

MECHANICAL

MANUFACTURER

MINIMUM

MIDDLE OF WALL

NOT APPLICABLE

NOT IN CONTRACT

NUMBER

NOMINAL

ON CENTER

OPPOSITE

PRE-CAST COMPOSITE LINTEL

PREMOLDED JOINT FILLER

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

REINFORCEMENT

ROOF EXPANSION JOINT

STUB COLUMN

SCHEDULE

SELF DRILLING SCREW

SPREAD FOOTING

SHEET

SIMILAR

SPACES/SPACED

STANDARD

TOP AND BOTTOM

TOP OF CONCRETE

TOP OF FOOTING/FOUNDATION

TOP OF MASONRY

TOP OF STEEL

TOP OF WALL

THICKENED SLAB

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WALL FOOTING

WORKING POINT

WELDED WIRE FABRIC

WEIGHT

COLD-FORMED METAL FRAMING CONSTRUCTION

NOTES

1. COLD-FORMED STEEL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN MANUAL",

2002 EDITION, INCLUDING THE TRUSS DESIGN MANUAL AND THE NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS, 2001

EDITION INCLUDING 2004 SUPPLEMENT.

2. ALL MATERIAL MUST BE 18 GAGE OR GREATER IN THICKNESS AND SHALL HAVE A MINIMUM

YIELD STRENGTH OF Fy = 50 KSI.

5. MEMBER DESIGNATIONS SHALL BE AS FOLLOWS:A B C - D

A = WEB DEPTH (DECIMAL INCHES) X 100

B = SECTION TYPE

C = FLANGE WIDTH (DECIMAL INCHES) X 100

D = BASE METAL THICKNESS (MILS)

SECTION TYPES (B):

S = STUD AND JOIST SECTION WITH FLANGE STIFFENING RETURN LIPS

T = TRACK SECTIONS (NO STIFFENING RETURN LIPS)

U = CHANNEL AND CHANNEL STUDS (NO STIFFENING RETURN LIPS)

F = FURRING CHANNEL

EXAMPLES:

MEMBER WEB SECTION FLANGE BASE METAL

DESIGNATION DEPTH TYPE WIDTH THICKNESS

362S162-33 3-5/8" S 1-5/8" 33 MILS

400T125-68 4" T 1-1/4" 68 MILS

MINIMUM CONNECTION REQUIREMENTS FOR COLD-FORMED WALL MEMBERS ARE AS

FOLLOWS, UNLESS OTHERWISE NOTED:

CONDITION CONNECTION

STUD TO TRACK (2) #10-16 SDS EACH TRACK FLANGE WITH STUD SECURELY

SEATED INTO TRACK

TRACK TO STEEL BEAM 1/8" WELD EACH SIDE, 2" LONG SPACED AT 32" OC OR

(2) 0.145" DIAMETER POWDER ACTUATED FASTENERS

AT 16" OC

EXTERIOR TRACK AISI 1021 3/16" DIAMETER CONCRETE SCREWS @ 2'-8" MAX

TO CONCRETE SLAB OR THROUGH TRACK. SCREW SHALL HAVE A MINIMUM ULTIMATE

FOUNDATION SHEAR CAPACITY OF 900 LBS. PROVIDE 1 1/2" MINIMUM

CONCRETE EMBEDMENT. MINIMUM SCREW SPACING = 4".

MINIMUM SCREW CONCRETE EDGE DISTANCE = 3"

STUD TO STUD (2) #10-16 SDS SPACED AT 1'-4" OC MAX UON

STEEL DECK TO TRACK (2) #10-16 SDS SPACED AT 0'-6" OC MAX UON

6. DEFLECTION OF WALL STUD SPANS FOR LATERAL LOADS SHALL NOT EXCEED A LIMIT OF

L/600.

7. ALL CONNECTION SCREWS SHALL BE ZINC COATED.

8. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE -

SHEET STEEL."

9. CONTRACTOR TO PROVIDE TEMPORARY BRACING AND GUYING OF COLD-FORMED METAL

FRAMING TO PROVIDE FOR THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL.

BRACING SHALL REMAIN UNTIL NO LONGER REQUIRED FOR SAFE SUPPORT OF FRAMING.

10. FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS SHALL NOT BE ALLOWED

WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER OF RECORD.

11. MAINTAIN 3/4" MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND

3/4" MINIMUM DISTANCE FROM THE CENTER OF SCREW TO EDGE OF CONNECTED PART.

INSTALL FASTENERS FROM THINNER THROUGH THICKER MATERIAL.

12. MECHANICAL BRIDGING SHALL BE PLACED AT A MINIMUM OF THIRD POINTS ALONG STUD

SPAN FOR ALL LOAD BEARING, SHEAR AND EXTERIOR WALLS LESS THAN 15 FEET TALL,

BUT NOT GREATER THAN 4'-0" OC. BRIDGING SHALL BE IN PLACE PRIOR TO PLACING ANY

LOADS ON THE STUD WALLS.

13. THE CONNECTION OF NONSTRUCTURAL COLD-FORMED STEEL FRAMING SHALL BE

PROVIDED WITH SLIP TYPE CONNECTION WHICH WILL ALLOW FOR DEFLECTION OF THE

BUILDING FRAME - SEE "TYPICAL DEFLECTION TRACK" DETAIL ON SHEET SF503.

14. TYPICAL LOAD BEARING CFMF WALL STUD SHALL BE 8" DEEP UON.

15. LOAD BEARING WALL FRAMING AND X BRACE FRAMING SHALL ALIGN WITH FRAMING ON

THE BUILDING STORY ABOVE/BELOW.

16. CONTINUOUS HSS PROVIDED AT HI ROOF BEARING SERVES AS A CONTINUOUS BEARING

ELEMENT FOR STEEL JOIST FRAMING - SEE ROOF FRAMING PLANS.

CONCRETE CONSTRUCTION NOTES

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF

THE AMERICAN CONCRETE INSTITUTE (ACI)

2. CAST-IN-PLACE CONCRETE SHALL ATTAIN THE MINIMUM COMPRESSIVE

STRENGTHS (f'c) OF:

4000 PSI AT 28 DAYS, ALL CONCRETE UON

4000 PSI AT 28 OR 56 DAYS, MASS CONCRETE UON

5000 PSI AT 28 DAYS, ALL SLABS ON GRADE UON

7500 PSI AT 28 DAYS, 8" THICK SLAB ON GRADE

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT UON ON DRAWINGS

4. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM

A615/A615M, GRADE 60.

5. WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A185. PROVIDE SHEET-

TYPE WWR. SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH SPACING.

6. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE

INDICATED. CONTINUOUS REINFORCING STEEL SHALL BE LAPPED WITH TYPE "B"

SPLICES IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318.

7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO

CASE SHALL REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND: 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER: 2"

C. INTERIOR CONCRETE UON 2"

D. INTERIOR ELEVATED FLOOR: TOP 3/4"

BOT 1 1/2"

E. SLAB ON GRADE REINF. DEPTH 1-1/2" FROM TOP OF SLAB

8. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90-DEGREE

HOOK UNLESS OTHERWISE NOTED. STIRRUP, TIE AND 180-DEGREE HOOKS AND 90-

DEGREE HOOKS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318.

9. PROVIDE 1/2" WIDE ISOLATION JOINT WITH PRE-MOLDED JOINT FILLER MATERIAL WHERE

SLABS ON GRADE ABUT VERTICAL SURFACES.

10. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED, AND

MAINTAINED SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

ALL PIPING PASSING THROUGH ELEVATED FLOOR SLABS AND WALLS SHALL BE SLEEVED

TO ALLOW FOR MAINTENANCE AND REPLACEMENT.

11. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, TIEBACKS, RECESSES AND

OTHER EMBEDDED ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT

BE CUT TO FACILIATE PLACEMENT OF EMBEDDED ITEMS.

12. NO CONCRETE SHALL BE PLACED UNTIL THE CONTRACTING OFFICER OR THE

CONTRACTING OFFICER'S DESIGNATED REPRESENTATIVE HAS INSPECTED ALL

EMBEDDED WORK, INCLUDING REINFORCEMENT.

13. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" UON

14. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS

EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE REACTION AND

ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.

15. CONSTRUCTION LOADS SHALL NOT BE APPLIED TO CONCRETE STRUCTURAL MEMBERS

UNTIL THE MIXTURE PROPORTIONING STUDY OR TEST RECORD DATA FOR THAT MEMBER

INDICATES THE CONCRETE STRENGTH HAS REACHED A MINIMUM OF 75% OF THE

SPECIFIED COMPRESSIVE STRENGTH f'c FOR THAT MEMBER.

DESIGN CRITERIA

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND

SPECIFICATIONS:

A. 2015 INTERNATIONAL BUILDING CODE

B. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES

C. AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

D. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

E. SJI "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES", EFFECTIVE

MARCH 1, 2015

F. UFC 4-010-01 CHANGE 1 DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS (2013)

G. UFC 3-310-04 SEISMIC DESIGN OF BUILDINGS (2013)

H. UFC 3-301-01 CHANGE 3 STRUCTURAL ENGINEERING (2016)

2. DESIGN LOAD CRITERIA:

A. RISK CATEGORY II

B. LIVE LOADS:

ROOF 20 PSF

CORRIDOR (SERVING GATHERING AREA) 100 PSF

CORRIDOR UON 80 PSF

KITCHEN 250 PSF

KITCHEN DRY STORAGE 200 PSF

ELECTRICAL/TELECOM ROOMS 150 PSF

MECHANICAL ROOMS - HVAC 125 PSF

MECHANICAL ROOMS - OTHER 100 PSF

LIGHT STORAGE AREAS 125 PSF

PRIMARY GATHERING AREAS, DATA CENTERS,

KITCHEN SERVERY AND PREP ROOM 100 PSF

RESTROOM AND JANITORIAL SPACES 75 PSF

OFFICE, OTHER AREAS UON MIN 50 PSF (‡)

(‡) MOVABLE PARTITION LOAD INCLUDED FOR ALL OCCUPANCIES UNDER

80 PSF LIVE LOAD EXCEPT RESTROOM AREAS

C. SNOW LOAD:

GROUND SNOW LOAD, Pg 15 PSF

SNOW LOAD IMPORTANCE FACTOR, I 1.0

SNOW EXPOSURE FACTOR, Ce 1.0 THERMAL FACTOR, Ct 1.0

ROOF SNOW LOAD 15 PSF

D. WIND LOADS:

WIND IMPORTANCE FACTOR, I 1.0

BASIC WIND SPEED, V 115 MPH

WIND EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENTS, GCpi +/-0.18

E. SEISMIC LOADS:

SEISMIC IMPORTANCE FACTOR, I 1.0

SPECTRAL RESPONSE ACCELERATION, Ss 0.11g SPECTRAL RESPONSE ACCELERATION, S1 0.05g

SITE CLASS D

DESIGN SPECTRAL ACCELERATION, SDs 0.117g DESIGN SPECTRAL ACCELERATION, SD1 0.080g

SEISMIC DESIGN CATEGORY B

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

BASIC SEISMIC-FORCE-RESISTING SYSTEMS:

BUILDING I (HIGH BAY)

ORDINARY REINFORCED CONCRETE SHEAR WALL

RESPONSE MODIFICATION FACTOR, R 4.0

BUILDING II (2-STORY)

LOWER STORY: ORDINARY REINFORCED MASONRY SHEAR WALL

RESPONSE MODIFICATION FACTOR, R 2.0

UPPER STORY: LIGHT FRAME (COLD FORMED) W/ FLAT STRAP BRACING

RESPONSE MODIFICATION FACTOR, R 4.0

F. FROST DEPTH 14"

GENERAL NOTES

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS. COORDINATE

THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO THE REQUIREMENTS FOR

SLEEVES, INSERTS, HOLES, HANGERS AND ANCHORS.

2. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [+/-X'-X"] REFERENCED TO

THE FINISHED FLOOR TOP OF SLAB ELEVATION DATUM SET AT +0'-0". THIS DATUM IS EQUIVALENT

TO THE TOP OF SLAB ELEVATION INDICATED ON THE CIVIL DRAWINGS.

3. THE CONTRACTOR SHALL REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT

DRAWINGS TO THE CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AREAS THAT WILL

BE AFFECTED.

4. DETAILS ENTITLED OR NOTED AS "TYPICAL" APPLY NOT ONLY WHERE SPECIFICALLY

INDICATED OR REFERENCED, BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF THE

CONSTRUCTION REQUIRES THEIR USE. DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM

DESCRIPTIVE TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION CONDITION TO ANOTHER

CONDITION WHERE THE DETAIL IS SPECIFICALLY INDICATED OR REFERENCED.

5. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISH STRUCTURE.

CONTRACTOR TO PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND

HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK, INCLUDING

CONNECTIONS, IS COMPLETE. THE ANALYSIS, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF

ERECTION BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS ARE THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND SUPERVISION OF THE

WORK ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR UON.

7. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER

ANY CIRCUMSTANCES.

GEOTECHNICAL & FOUNDATION NOTES

1. GEOTECHNICAL INFORMATION - REFER TO GEOTECHNICAL ENGINEERING REPORT TITLED

"REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES,

AVIATION COMPLEX PHASE 1 - VERTICAL", DATED FEBRUARY 2, 2016, PREPARED BY GET

SOLUTIONS INC. AND ADDENDUM "AVIATION COMPLEX PHASE II AND III, SUPPLEMENTAL

GEOTECHNICAL REPORT", DATED JULY 12, 2018, PREPARED BY US ARMY CORPS OF ENGINEERS

NORFOLK DISTRICT.

2. REMOVAL AND BACKFILLING OPERATIONS OF UNCONTROLLED FILL AND OVER EXCAVATION

SHALL BE PERFORMED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED

IN THE COMMONWEALTH OF VIRGINIA. THE PROFESSIONAL ENGINEER OVERSEEING THESE

OPERATIONS SHALL CERTIFY TO THE GOVERNMENT THAT ALL UNCONTROLLED FILL HAS

BEEN REMOVED AND REPLACED WITH PROPERLY COMPACTED STRUCTURAL FILL MEETING

THE PROJECT REQUIREMENTS.

3. REFER TO THE GOVERNMENT GEOTECHNICAL REPORT FOR NON-EXPANSIVE FILL, SELECT

FILL, AND SELECT CLAY FILL MATERIAL DEFINITIONS AND REQUIREMENTS, AND FOR

COMPLETE FILL AND SUB-GRADE PREPARATION MINIMUM REQUIREMENTS.

4. THE FOUNDATIONS CONSIST OF A PRECAST CONCRETE PILE DEEP FOUNDATION SYSTEM

WITH CONCRETE PILE CAPS AND GRADE BEAMS. GROUND FLOOR CONCRETE SLABS

SHALL BE GRADE SUPPORTED.

5. NET ALLOWABLE DESIGN BEARING PRESSURE FOR SLABS: 3,000 PSF

6. DO NOT CONSTRUCT FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN COORDINATED

WITH UNDERGROUND UTILITIES AND STRUCTURES.

7. COORDINATE AND VERIFY ALL FOOTING LOCATIONS WITH CIVIL, PLUMBING, AND ELECTRICAL

DRAWINGS.

8. ALL SLABS ON GRADE SHALL REST ON A 10 MIL VAPOR BARRIER OVER A MINIMUM 6" DEEP

LAYER OF COMPACTED #57 STONE POROUS FILL UPON THE PREPARED SUB-GRADE.

MASONRY CONSTRUCTION NOTES

1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530.1-08/ASCE 6-08/TMS 402-08).

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 1500 PSI. NET AREA COMPRESSIVE

STRENGTH OF CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF 1900 PSI.

3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH

LIGHT WEIGHT AGGREGATE.

4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT

SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

5. GROUT POURS SHALL BE STOPPED 1-1/2 INCHES BELOW THE TOP OF A COURSE TO FORM A

KEY AT POURED JOINTS.

6. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60

AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP

FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

7. LOCATE WIRE JOINT REINFORCEMENT 16 INCHES ON CENTER VERTICALLY.

8. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL, PVC

SLEEVES OR CORED HOLES UON ON THE DRAWINGS.

9. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY

GROUT, OR MORTAR, UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-

CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND

STEEL.

10. UON OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK CELLS. A MINIMUM OF 1/2"

CLEARANCE IS TO BE PROVIDED BETWEEN REINFORCEMENT AND BLOCK CELL WALL. USE

GALVANIZED "Z" TYPE BAR POSITIONERS AT A MAXIMUM SPACING OF 2'-0" OC TO SECURE

THE VERT REINF STEEL PRIOR TO GROUTING THE CELL.

11. PROVIDE DOWEL REINFORCEMENT FROM FOUNDATION OF SAME SIZE AND SPACING AS

VERTICAL WALL REINFORCEMENT. LAP WALL REINFORCEMENT A MINIMUM OF 72 BAR

DIAMETERS.

12. PROVIDE INSPECTION OPENINGS AT THE BOTTOM OF ALL GROUTED CELL LOCATIONS.

13. UON, ALL CMU SHALL BE 12", REINFORCED WITH #4 VERT @ 24" O.C. MIN. PROVIDE

CONTINUOUS (2)-#5 REINFORCED BOND BEAM AT ROOF, TOP OF WALL, FLOOR, AND

INTERMEDIATE AT 8'-0" OC MAX VERTICAL SPACING. PROVIDE LINTEL

ABOVE ALL CMU OPENINGS IN ACCORDANCE WITH NOTES ON SF401 AND TYPICAL DETAIL

ON SHEET SF504.

14. IN ANY LOCATION WHERE A BOND BEAM IS SHOWN ATOP A PARTIAL HEIGHT COURSE, A

TALLER BOND BEAM CUT FROM 16" HIGH BLOCK MAY BE SUBSTITUTED AT CONTRACTOR'S

OPTION.

STEEL CONSTRUCTION NOTES

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF CONNECTIONS SHALL

BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

2010 EDITION AND THE AISC "CODE OF STANDARD PRACTICE FOR BUILDINGS AND

BRIDGES", 2010 EDITION.

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE

ABOVE LISTED AISC SPECIFICATION AND THE FOLLOWING:

A. SQUARE AND RECTANGULAR HSS ASTM A500, GRADE B, Fy = 46 KSI B. ROUND HSS ASTM A500, GRADE B, Fy = 42 KSI

C. WIDE-FLANGE SHAPES AND TEES ASTM A992

D. CHANNELS AND S-SHAPES ASTM A36/A36M

E. PLATES AND ANGLES ASTM A36/A36M

F. HIGH STRENGTH BOLTS ASTM 325

G. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36 UON

H. THREADED ROD ASTM A36/A36M

3. ALL SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL CONFORM

TO AWS STANDARDS. USE E70XX ELECTRODES UNLESS NOTED OTHERWISE. CURRENT

AWS CERTIFICATIONS SHALL BE AVAILABLE AT THE JOB SITE FOR REVIEW BY THE

CONTRACTING OFFICER'S REPRESENTATIVE.

4. UNLESS OTHERWISE NOTED MINIMUM WELD SIZE TO BE 1/4" FILLET WELD

5. CONFORM DIMENSIONAL TOLERANCES FOR WELDED CONSTRUCTION, DETAILS OF WELDS,

AND QUALITY OF WELDS WITH THE APPLICABLE REQUIREMENTS OF AWS D1.1 AND THE

CONTRACT DRAWINGS. CONTRACTOR SHALL VISUALLY INSPECT 100 PERCENT OF WELDS.

IN ADDITION, A MINIMUM OF 20 PERCENT OF WELDS SHALL BE RANDOMLY SELECTED AND

TESTED BY LIQUID PENETRANT. ALSO, 100 PERCENT OF FULL MOMENT WELDS ARE TO BE

TESTED BY ULTRASONIC METHODS.

6. ALL BOLTED CONNECTIONS, UON, SHALL USE HIGH STRENGTH BOLTS WITH HARDENED

CARBON STEEL WASHERS AS REQUIRED FOR THE CONNECTON LOADS.

7. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE PERMITTED.

BOLT HOLES SHALL NOT BE CUT OR ENLARGED BY FLAME CUTTING IN THE FIELD.

8. ALL FIELD BOLTED SHEAR CONNECTIONS SHALL BE FULLY TENSIONED CONNECTIONS,

THREADS INCLUDED IN THE SHEAR PLANE.

9. CONNECTION DETAILING IS DELEGATED TO THE CONTRACTOR. THE FABRICATOR SHALL

SUBMIT DETAILS AND CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER IN THE STATE

OF VIRGINIA TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO DOING ANY WORK OR

ORDERING MATERIALS.

10. CONNECTIONS FOR AXIAL, SHEAR AND BENDING FORCES SHALL BE DESIGNED FOR THE

FACTORED CAPACITY OF THE CONNECTED MEMBER.

11. THE MINIMUM BOLT DIAMETER SHALL BE 3/4" UNLESS OTHERWISE NOTED.

12. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED EXCEPT AS

SPECIFICALLY PERMITTED IN THE SPECIFICATIONS, AS INDICATED ON APPROVED

SUBMITTALS, AND AS SPECIFICALLY APPROVED ON SHOP DRAWINGS PRIOR TO FABRICATION.

13. PAINT ALL STEEL BELOW GRADE WITH TWO COATS OF COAL TAR EPOXY IN ACCORDANCE

WITH SSPC PAINT 16.

14. CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING MISCELLANEOUS STEEL

REQUIRED TO SUPPORT DRAINS, FAN CURBS, OVERFLOW DRAINS, ACCESS HATCHES,

ACCESS PANELS, ETC. COORDINATE WITH ARCHITECTURAL DRAWINGS.

15. ANCHOR BOLTS SHALL BE ASTM A1554 GRADE 36 OR APPROVED EQUAL UON. SEE NOTES

ON SF502 FOR DIFFERENT AB GRADE REQUIREMENT FOR CFMF X BRACED FRAMES.

ANCHORS MAY BE CAST IN PLACE AS SHOWN IN DETAILS, OR ALTERNATELY MAY BE

POST INSTALLED UNDERCUT OR EPOXY ADHESIVE TYPE. INSTALL PER MANUFACTURER'S

RECOMMENDATIONS. ANCHORS SHALL WITHSTAND LOAD EQUIVALENT TO THE CAST

IN PLACE ANCHOR BOLTS SHOWN. CONTRACTOR TO SUBMIT MANUFACTURER'S ANALYSIS

AND DESIGN DATA, INCLUDING ICC REPORT, SHOWING THAT POST INSTALLED ANCHOR BOLT

SYSTEMS MEET THE ANCHOR FORCE REQUIREMENTS IN ACCORDANCE WITH ACI 318 WITH

APPENDIX D.

STEEL JOIST CONSTRUCTION NOTES

1. K-SERIES AND LH-SERIES OPEN WEB STEEL JOISTS SHALL BE IN ACCORDANCE WITH

SJI 100 - 2015. JOISTS SHALL BE HANDLED AND ERECTED IN ACCORDANCE WITH SJI

TECHNICAL DIGEST #9 THIRD EDITION DATED MARCH 2008.

2. JOIST BRIDGING SHALL CONFORM TO SJI SPECIFICATIONS, INCLUDING BRIDGING

REQUIRED FOR UPLIFT RESISTANCE. CROSS BRIDGING IS REQUIRED AT CHANGES IN

JOIST DEPTHS AND WHERE BRIDGING LINES ARE INTERRUPTED BY STRUCTURAL

STEEL BEAMS SPANNING PARALLEL TO THE JOISTS. WHERE BRIDGING TERMINATES

INTO A WALL, PROVIDE HORIZONTAL BRIDGING IN THE SPACE BETWEEN THE WALL AND

FIRST JOIST.

3. NO LOADS ARE PERMITTED TO BE SUPPORTED FROM JOIST BRIDGING.

4. JOISTS WITH CONCENTRATED LOADS ON THE TOP OR BOTTOM CHORDS NOT

LOCATED AT A PANEL POINT SHALL BE REINFORCED WITH A FIELD INSTALLED MEMBER.

THE FIELD INSTALLED MEMBER SHALL BE LOCATED AT THE CONCENTRATED LOAD AND

SHALL BRACE THE CHORD BACK TO A PANEL POINT IN ACCORDANCE WITH TYPICAL DETAIL

ON SHEET SF501.

5. SECOND FLOOR AND MEZZANINE (NO SLOPE) JOIST SEAT IS TO BE 5" DEEP UON FOR BOTH

LH- AND K-SERIES JOISTS.

6. ROOF (LOW AND MEDIUM SLOPE) JOIST SEAT IS TO BE 8" DEEP AT GRID/WALL CENTERLINE

UON FOR BOTH LH- AND K-SERIES JOISTS.

SLOPE SLOPE DIRECTION

DECK SPAN

INDICATES ELEVATION

REFERENCED TO

FINISH FIRST FLOOR

GRID REFERENCE LINE

STEEL

BRICK

CONCRETE MASONRY

UNIT

CONCRETE

GROUT

CAPILLARY WATER

BARRIER

EARTH FILL

CFMF OVER-FRAMING

LOAD BEARING CFMF

WALL

STRUCTURAL LEGEND

SYMBOL DESCRIPTION

[+/-X'-X"]

US Army Corps of Engineers ®

SHEET ID

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PROPERTY OF UNITED STATES GOVERNMENT, FOR OFFICIAL USE ONLY (FOUO). COPYING, DISSEMINATION, AND DISTRIBUTION TO UNAUTHORIZED INDIVIDUALS PROHIBITED.

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