NCOA-STRUCT_Amendment7_31Jan2017.pdf

PDF 847 KB Posted Feb 6, 2017

Attached to: Non-Commissioned Officer (NCO) Academy Complex, Fort Drum, New York
Solicitation number: W912DS-17-R-0001
Issued by: Department of the Army Corps of Engineers Engineering District New York

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W912DS-17-R-0001-0007 NCOA STRUCT

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1. THE CONTRACTOR SHALL CONDUCT ALL OPERATIONS IN STRICT ACCORDANCE WITH

THE SAFETY REQUIREMENTS IMPOSED BY THE OWNER AND OSHA. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND

REGULATIONS GOVERNING THIS WORK. THE CONTRACTOR SHALL REMOVE ALL DEBRIS

FROM THE OWNER'S PROPERTY AND DISCARD ACCORDING TO LOCAL REGULATIONS.

2. THIS STRUCTURE HAS BEEN BE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER

IT IS FULLY COMPLETED. THE MANUFACTURERS OF ALL STRUCTURAL PARTS UTILIZED

IN THIS PROJECT SHALL ENSURE THAT ALL DESIGN AND LOAD REQUIREMENTS ARE

CONSIDERED AND SATISFIED IN THE FINAL APPROVED DESIGN. THE CONTRACTOR IS

SOLELY RESPONSIBLE TO DETERMINE THE ERECTION PROCEDURES AND SEQUENCES

REQUIRED TO ENSURE STABILITY OF THE STRUCTURE AND ITS COMPONENT PARTS

DURING CONSTRUCTION. THIS CONSTRUCTION STABILITY REQUIREMENT APPLIES

CONTINUOUSLY AND IS NOT LIMITED TO NORMAL WORKING HOURS.

3. SHOP DRAWINGS REQUIRED BY THE PROJECT SPECIFICATIONS AND PREPARED BY

SUPPLIERS AND/OR SUBCONTRACTORS SHALL BE REVIEWED AND STAMPED BY THE

GENERAL CONTRACTOR PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER. ALL

DEVIATIONS FROM THE ENGINEERING DRAWINGS SHALL BE CIRCLED AND NOTED ON

THE SHOP DRAWINGS BY THE CONTRACTOR. THE SCOPE OF THE STRUCTURAL

ENGINEER'S REVIEW WILL BE LIMITED TO CHECKING CONTRACTOR'S GENERAL

CONFORMANCE WITH THE CONTRACT DOCUMENTS AND DESIGN CONCEPT. NO SHOP

WORK IS PERMITTED TO COMMENCE UNTIL THE RETURN OF THE SHOP DRAWINGS BY

THE GENERAL CONTRACTOR.

4. ALL DETAILS, SECTIONS, AND NOTES PROVIDED ON STRUCTURAL DRAWINGS ARE

INTENDED TO BE TYPICAL FOR SIMILAR SITUATIONS ELSEWHERE, UNLESS

SPECIFICALLY NOTED OTHERWISE. FOR ANY DETAILS AND DIMENSIONS NOT PROVIDED,

REFER TO ARCHITECTURAL DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON

STRUCTURAL DRAWINGS ARE INTENDED TO CONFORM WITH THE INFORMATION

PROVIDED ON ARCHITECTURAL DRAWINGS. THE CONTRACTOR SHALL REPORT ANY

DISCREPANCIES TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION

BEFORE PROCEEDING WITH ANY ADDITIONAL WORK.

5. EXISTING UTILITIES AND ALL OTHER OBSTRUCTIONS TO WORK SHALL BE TEMPORARILY

REMOVED AND RE-INSTALLED (INCLUDING NECESSARY MODIFICATIONS) BY THE

CONTRACTOR AFTER COMPLETION OF NEW WORK.

6. OPENING SIZES AND LOCATIONS FOR PIPES, DUCTS, ETC., WHEN DIMENSIONED ON THE

PROJECT DRAWINGS, SHALL BE INSTALLED IN SUCH LOCATION AND SIZE. WHEN SHOWN

WITHOUT DIMENSIONS, SIZES AND LOCATIONS ARE SHOWN FOR GENERAL

INFORMATION ONLY. REFER TO RELATED DRAWINGS (ARCH., MECH., ELECT, ETC.) FOR

OTHER POSSIBLE EQUIPMENT SUPPORTS; WALL, FLOOR AND ROOF OPENINGS; SLEEVES;

AND OTHER EMBEDDED ITEMS NOT SPECIFICALLY INDICATED ON STRUCTURAL DRAWINGS.

COORDINATE ALL REQUIRED DIMENSIONS WITH APPLICABLE TRADE CONTRACTORS PRIOR

TO ANY STEEL FABRICATION OR CONCRETE PLACEMENT. ANY OPENINGS REQUIRED TO

BE LARGER THAN OPENINGS SHOWN SHALL BE VERIFIED PRIOR TO CONSTRUCTION.

7. ALL FRAMING MEMBERS PROVIDED ON THE DRAWINGS FOR STRUCTURAL SUPPORT,

MECHANICAL TRADES, ELEVATOR SUPPORT BEAMS, LINTELS, ROOF OPENINGS, ETC.

ARE FOR BIDDING PURPOSES ONLY. THE CONTRACTOR SHALL SUBMIT MANUFACTURER'S

DESIGN DATA FOR THE PROPOSED SUPPORTS AND EQUIPMENT PRIOR TO STEEL SHOP

DRAWING SUBMITTAL, FOR APPROVAL FROM THE STRUCTURAL ENGINEER.

8. CONSTRUCTION TRAFFIC SHALL BE LIMITED ON EXPOSED SUBGRADES, ESPECIALLY

DURING WETTER PERIODS/SEASONS OF THE YEAR. THE IN-SITU SUBGRADE SOILS ARE

SLIGHTLY MOISTURE SENSITIVE AND MAY BECOME UNSTABLE UNDER REPETITIVE

CONSTRUCTION TRAFFIC.

ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE CURRENT ACI 301,

"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", WITH THE FOLLOWING

SUPPLEMENTAL REQUIREMENTS:

1. CONCRETE SHALL BE NORMAL WEIGHT, WITH AGGREGATES CONFORMING TO ASTM C33,

EXCEPT FOR THE COMPOSITE FLOOR DECK WHICH SHALL BE LIGHTWEIGHT CONCRETE.

2. CONCRETE SHALL DEVELOP THE FOLLOWING 28-DAY COMPRESSIVE STRENGTH (F'c):

ELEVATED COMPOSITE FLOOR & ROOF SLABS 2500 PSI, LIGHT WEIGHT

COLUMN PIERS, FOUNDATION WALLS 4500 PSI, NORMAL WEIGHT

SLAB ON GRADE 4500 PSI, NORMAL WEIGHT

ALL OTHER STRUCT. CONCRETE WORK UNO 4000 PSI, NORMAL WEIGHT

3. REINFORCING:

TYPICAL - ASTM A615, GRADE 60

REINFORCING TO BE WELDED - ASTM A706 (INCLUDES DEFORMED BAR ANCHORS)

WELDED WIRE FABRIC - ASTM A185 (FLAT SHEETS ONLY)

4. GROUT UNDER BASE PLATES SHALL BE HIGH STRENGTH (5000 PSI), AND SHALL BE A NON-

METALLIC, NON-SHRINK, NON-GAS FORMING, EXPANSIVE TYPE.

5. PROVIDE 3/4" BEVELS AT CORNERS OF ALL COLUMNS, EDGES OF EXPOSED BEAMS, AND TOP

EDGES AND CORNERS OF EXPOSED WALLS.

6. CONSTRUCTION JOINTS IN CONCRETE ELEMENTS SHALL BE SUBMITTED TO THE S.E.O.R. FOR

REVIEW AND APPROVAL IN THE SHOP DRAWING SUBMITTAL PHASE. ALL REINFORCING SHALL

BE CONTINUOUS THROUGH THE CONSTRUCTION JOINTS.

7. CHLORIDE BASED ADMIXTURES ARE PROHIBITED IN ALL REINFORCED CONCRETE. OTHER

ADMIXTURES SHALL CONFORM TO ASTM C494.

8. MAXIMUM SLUMP SHALL BE 4" +/- 1", AS DETERMINED IN ACCORDANCE WITH ASTM C143.

9. AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER 5 1/2% +/- 1 1/2%.

10. PITS SHALL BE PLACED MONOLITHICALLY WITH GRADE BEAMS AND WALLS UNLESS PRIOR

WRITTEN APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER TO PLACE THEM

SEPARATELY.

11. CJ SHOWN ON PLAN INDICATES EITHER SLAB CONTRACTION JOINT OR CONSTRUCTION

JOINT AT CONTRACTOR'S OPTION. SLAB CONTRACTION JOINTS SHALL BE A 1/8" WIDE

SAWCUT (MINIMUM OF 1/4 OF SLAB DEPTH). SLAB CONSTRUCTION JOINTS SHALL HAVE 3/4"

DIAMETER SMOOTH DOWELS, 18" LONG, 12" O.C. CENTERED IN SLAB.

12. ALL REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615 OR

A996 GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, AND

BE FURNISHED IN FLAT SHEETS.

13. CONCRETE CLEAR COVER FOR REINFORCING STEEL FROM FACE OF CONCRETE:

CAST IN PLACE CONCRETE (MEASURE TO OUTERMOST REINFORCING):

WALLS, PEDESTALS 2"

FOOTINGS 3"

SLABS EXPOSED TO EARTH AND WEATHER 1-1/2"

GRADE BEAMS (EDGE OF STIRRUPS) 2" TOP, 3" BOT, 3" SIDES

14. ALL HOOK BARS SHALL CONTAIN 90 DEGREE ACI STANDARD HOOKS UNLESS NOTED

OTHERWISE. HOOKS MAY BE ROTATED TO MAINTAIN CLEARANCES. ALL BAR SPLICES

AND LAPS, WHEN NOT SPECIFICALLY DIMENSIONED ON DRAWINGS, SHALL BE AS PER

ACI STANDARD REQUIREMENTS. CLASS B LAPS SHALL BE USED UNLESS OTHERWISE

NOTED. CLOSED STIRRUPS MAY BE CONSTRUCTED IN TWO PIECES, 135 DEGREE HOOKS

SHALL BE USED.

15. REFER TO THE DRAWINGS FOR REINFORCING LAP REQUIREMENTS. WHERE LAP SPLICES

ARE NOT SHOWN, LAP PER ACI 318 OR CRSI STANDARDS.

16. LAP WELDED WIRE FABRIC SHEETS PER SPECIFICATION SECTION 03 20 01.

17. PROVIDE HORIZONTAL EXTERIOR CORNER BARS WITH SAME SIZE AND SPACING AS WALL

REINFORCING BARS, UNLESS NOTED OTHERWISE.

18. ALL REINFORCING STEEL TO BE DEFORMED SHALL ADHERE TO ASTM A615 OR A996 GRADE 60.

ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND BE FURNISHED IN FLAT SHEETS

19. PROVIDE REINFORCING IN SLABS ON GRADE, 1-1/2" FROM TOP OF SLAB:

8" SLABS #4@12" O.C. EA WAY

6" SLABS #4@12" O.C. EA WAY

6" SLAB @ ARMS ROOM #4@ 9" O.C. EA WAY

4" SLABS 6x6 - W2.1x2.1 WWF

20. WHERE SCHEDULES BARS ARE NOT PRESENT, PROVIDE CONTINUOUS #5 TOP AND BOTTOM

BARS TO SUPPORT STIRRUPS AS REQUIRED FOR THE LENGTH OF THE STIRRUP SPACING IN

ALL BEAMS.

21. WALL FOOTING REINFORCING SHALL BE CONTINUOUS THROUGH ADJACENT COLUMN

FOOTINGS.

22. BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC COATED LEGS OR

BE HOT DIP GALVANIZED AFTER FABRICATION.

23. MECHANICAL AND ELECTRICAL CONDUIT SHALL BE PLACED BELOW SLABS ON GRADE.

CONDUIT IN ELEVATED SLABS AND SLABS ON METAL DECK SHALL RUN UNDER TOP LAYER

OF SLAB REINFORCING. PROVIDE A MINIMUM OF 1-1/2" CLEAR BETWEEN CONDUITS AND

BETWEEN REINFORCING AND ADJACENT CONDUITS PARALLEL TO REINFORCING. IF

MAXIMUM SIZE OF CONDUIT EXCEEDS ONE THIRD OF THE SLAB DEPTH, ADDITIONAL

FRAMING OR REINFORCING MAY BE NECESSARY AT ENGINEER'S DIRECTION.

24. THE PLACEMENT OF CONDUITS IN CONCRETE SLAB ON GRADE SHALL ADHERE TO THE

FOLLOWING:

A. OUTSIDE DIAMETER OF CONDUITS SHALL BE 1" OR LESS WHERE EMBEDDED IN

SLABS AND JOINTS, AND 1 1/2" OR LESS WHERE EMBEDDED IN BEAMS,

WALLS, OR COLUMNS.

B. BUNCHING OF CONDUITS IS NOT PERMITTED. CONDUITS SHALL BE SPACED

3 DIAMETERS OR GREATER ON CENTER. NO CROSSOVERS ARE PERMITTED IN

SLABS.

C. LONGITUDINAL PLACEMENT OF CONDUITS IN INDIVIDUAL JOISTS AND BEAMS

SHALL BE LIMITED TO ONE CONDUIT PER JOIST AND THREE CONDUITS PER BEAM.

D. MINIMUM CONCRETE COVER ON CONDUITS SHALL BE 1 1/2".

E. ALUMINUM CONDUITS, PIPES, OR SLEEVES ARE NOT PERMITTED.

25. HEADED SHEAR STUDS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A108, GRADES 1010, 1015, 1017, OR 1020. STUDS SHALL BE AUTOMATICALLY END WELDED IN THE FIELD IN

ACCORDANCE WITH EM 385-1-1 PARAGRAPH 27 F.14.

26. EMBED PLATES MUST BE SET IN THE FORM BEFORE POURING CONCRETE, NOT PLACED INTO

TOP OF WET CONCRETE. THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER

FOR CORRECTIVE DETAILS FOR ANY EMBED PLATES LEFT OUT OF CONCRETE POURS.

27. FOR SLABS ON GRADE, SLAB AND GRADE BEAM REINFORCING SHALL BE HELD IN PLACE PER THE

REQUIREMENTS OF SPECIFICATION SECTION 03 20 01.

28. REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD.

29. CONCRETE FINISH:

A. FLOOR SLAB - HARD TROWELED FINISH

B. PAVING SLABS SIDEWALKS - FLOAT BROOM TYPICAL UNLESS ARCHITECTURAL

FINISHES ARE CALLED FOR

C. REFER TO SPECIFICATIONS FOR FINISHING DETAILS FOR EACH AREA

1. ALL EXCAVATION WORK SHALL PROCEED WITH CAUTION TO AVOID DAMAGE TO UNKNOWN

UNDERGROUND UTILITIES OR OTHER OBSTRUCTIONS.

2. THE FOUNDATION DESIGN IS BASED UPON THE RECOMMENDATIONS OUTLINED IN THE

SUBSURFACE INVESTIGATION AND GEOTECHNICAL EVALUATION REPORT, PREPARED BY

ATLANTIC TESTING LABORATORIES, LIMITED, DATED 4 DECEMBER 2015.

3. ALL EXCAVATIONS SHALL BE INSPECTED BY A REPRESENTATIVE OF THE GEOTECHNICAL

ENGINEER OR AN ACCEPTED GEOTECHNICAL TESTING AGENCY TO VERIFY THAT PROPER

BEARING MATERIAL EXISTS PRIOR TO PLACING FOUNDATION CONCRETE.

4. SITE WORK WILL REQUIRE THE REMOVAL OF ANY TOPSOIL AND ORGANIC MATERIAL WITHIN THE

FOOTPRINT OF THE PROPOSED BUILDING.

5. THE SUBGRADE FOR SLAB ON GRADES SHALL BE PREPARED TO APPROXIMATELY 1.2 FEET

BELOW THE FINISHED FLOOR ELEVATION. THE SUBGRADE SOILS SHALL BE PROOF COMPACTED

WITH A MINIMUM 10-TON ROLLER AND PROOF ROLLED IN ACCORDANCE WITH THE

SPECIFICATIONS PRIOR TO PLACING NEW FILL. THE SUBGRADE COMPACTION AND PROOF

ROLLING SHALL BE CONDUCTED UNDER THE OBSERVATION OF A GEOTECHNICAL ENGINEER.

6. ANY SUBGRADE MATERIAL NOTED TO WEAVE OR DEFLECT SHALL BE EXCAVATED TO STABLE

MATERIAL AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER, AND SHALL BE REPLACED

WITH COMPACTED GRANULAR FILL. GRANULAR FILL SHALL BE UTILIZED IF REQUIRED TO RAISE

THE SLAB SUBGRADE ELEVATION.

7. FOOTING SUBGRADES SHALL BE PROOF COMPACTED UNDER THE DIRECTION OF A

GEOTECHNICAL ENGINEER UTILIZING A DUAL-DRUM WALK-BEHIND VIBRATORY ROLLER; A

WACKER DPU 6055 VIBRATING PLATE TAMPER; OR EQUIVALENT.

8. THE IN-SITU SILTY SAND SOILS ENCOUNTERED IN THE BORINGS ARE MOISTURE SENSTIVE.

FOOTING SUBGRADES SHALL NOT BE LEFT EXPOSED TO INCLEMENT WEATHER CONDITIONS.

FOOTING SUBGRADES THAT BECOME SATURATED OR UNSTABLE DURING CONSTRUCTION

SHALL BE OVER EXCAVATED SIX (6) INCHES AND A SIX-INCH LAYER OF NYSDOT NUMBER 2

CRUSHED STONE SHALL BE PLACED ON THE SUBGRADE SOILS (AND COMPACTED AS PER

THE SPECIFICATIONS).

9. CONCRETE SLAB-ON-GRADES SHALL BE SUPPORTED ON A MINIMUM OF EIGHT (8) INCHES OF

ENGINEERED STRUCTURAL FILL SUBBASE THAT OVERLIES PROPERLY PREPARED SUBGRADE

SOILS. AREAS TO RECEIVE SLABS-ON-GRADE SHALL BE PROOF ROLLED IN ACCORDANCE WITH

THE SPECIFICATIONS PRIOR TO PLACING CONTROLLED FILL.

10. VAPOR RETARDER SHALL BE PROVIDED BENNEATH SLABS WITH MOISTURE SENSTIVE FLOOR

COVERINGS. THE VAPOR RETARED SHALL BE INSTALLED IN ACCORDANCE WITH CURRENT

ACI 302.1 RECOMMENDATIONS.

11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN ADEQUATE WATER CONTROL AT ALL

TIMES ON SITE. STANDING WATER AND/OR SATURATED UNSTABLE SOIL CONDITIONS WILL NOT

BE TOLERATED IN AREA TO RECEIVE FOUNDATIONS OR UTILITIES.

12. ALL BACKFILLING, PLACEMENT OF FILL, COMPACTION OF IN-SITU SOILS, AND CONCRETE

CONSTRUCTION SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY, WHICH

CONFORMS TO ASTM E-329, "THE STANDARD PRACTICE FOR USE IN THE EVALUATION OF

TESTING AND INSPECTION AGENCIES AS USED IN CONSTRUCTION."

13. ALL FOUNDATIONS ARE DESIGNED FOR A MAXIMUM ALLOWABLE SOIL BEARING CAPACITY OF

3000 PSF.

14. ALL COLUMN DOWELS AND ANCHOR BOLTS SHALL BE SET BY A TEMPLATE METHOD

PRIOR TO CONCRETE PLACEMENT, UNLESS SPECIFICALLY NOTED TO BE AFTER SET

ANCHORS. ALL ANCHORS SHALL BE ASTM F1554.

1. DESIGN, FABRICATION AND ERECTION OF OPEN WEB STEEL JOISTS MUST CONFORM TO THE STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS AND JOIST

GIRDERS," (LATEST EDITION).

2. JOIST MANUFACTURER IS TO PROVIDE ALL ANCHORS AND FASTENERS REQUIRED FOR INSTALLATION

OF JOISTS, BRIDGING AND BOTTOM CHORD EXTENSIONS.

3. PROVIDE BRIDGING AND ANCHORAGE IN ACCORDANCE WITH SJI REQUIREMENTS. BRIDGING IN FIRST TWO AND LAST TWO SPACES SHALL BE "X"-TYPE AND ATTACHED TO A STRUCTURAL WALL, STEEL

BEAM, OR JOIST GIRDER.

4. NO LOADS MAY BE APPLIED TO THE JOISTS UNTIL BRIDGING HAS BEEN COMPLETELY INSTALLED AND

THE JOIST ENDS HAVE BEEN SECURED TO THEIR SUPPORTS.

5. STEEL JOISTS ARE TO BE EQUALLY SPACED IN BAYS UNO. DO NOT EXCEED JOIST SPACING INDICATED

ON THE DRAWINGS.

6. BOTTOM CHORD EXTENSIONS TO BE INSTALLED WHERE SHOWN ON THE DRAWINGS. STEEL JOISTS ARE TO BE DESIGNED FOR 5 KIPS OF SHORT TERM AXIAL LOAD ALONG THE EXTENSION. DO NOT FULLY CONNECT EXTENSIONS TO THE SUPPORTING STRUCTURE UNTIL APPLICABLE DEAD LOAD HAS BEEN APPLIED.

7. STEEL JOIST MANUFACTURER IS TO PROVIDE ADDITIONAL BOTTOM CHORD BRIDGING AS REQUIRED FOR

UPLIFT LOADS.

8. HANGERS SUPPORTING MECHANICAL, ELECTRICAL OR OTHER EQUIPMENT ARE TO BE PLACED AT JOIST PANEL POINTS (WELDING NOT PERMITTED) AND APPLIED LOADS ARE TO BE COORDINATED WITH THE STEEL JOIST MANUFACTURER. DO NOT SUSPEND ANY EQUIPMENT FROM BRIDGING OR METAL DECK.

9. STEEL JOIST MANUFACTURER TO VERIFY SIZE, LOCATION, AND WEIGHT OF ALL SUPPORTED MECHANICAL

UNITS AND ASSOCIATED OPENINGS PRIOR TO FABRICATION.

1. LOAD-BEARING MASONRY WALLS, PILASTERS, PIERS, RETAINING WALLS, FOUNDATION WALLS AND

ANY OTHER MASONRY SO DESIGNATED ON DRAWINGS IS CONSIDERED HERE TO BE STRUCTURAL

MASONRY.

2. REQUIRED COMPRESSIVE STRENGTH OF MASONRY UNITS, MORTAR, AND GROUT SHALL BE PER

SPECIFICATION SECTION 04 20 00.

3. CONCRETE MASONRY UNITS (CMU) SHALL OF WEIGHT AND GRADE AS SPECIFIED PER

SPECIFICATION SECTION 04 20 00. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR

UNIT SIZE, FACE, COLOR, JOINING, ETC.

4. REINFORCING:

A. TYPICAL - ASTM A615, GRADE 60

B. ALL REINFORCING TO BE WELDED - ASTM A706

5. REFER TO THE DRAWINGS FOR REINFORCING LAP TYPICAL DETAIL AND SCHEDULE REQUIREMENTS.

WHERE LAP SPLICES ARE NOT SHOWN, LAP 48 BAR DIAMETERS PER ACI 530, UNLESS NOTED ON DWGS.

6. MAXIMUM HEIGHT TO WHICH MASONRY SHALL BE LAID BEFORE GROUTING SHALL BE PER

SPECIFICATION SECTION 04 20 00.

7. GROUTING PROCEDURES FOR "LOW LIFT" AND "HIGH LIFT" GROUTING SHALL BE PER

SPECIFICATION SECTION 04 20 00. PROVIDE CLEANOUT OPENINGS AT THE BOTTOM OF EACH

GROUT LIFT AT EACH CELL TO BE FILLED WITH GROUT WHERE "HIGH LIFT" GROUTING IS TO BE

USED.

8. REINFORCE MASONRY WHERE SHOWN ON STRUCTURAL DRAWINGS. TIE REINFORCING IN POSITION

AND PLACE GROUT AROUND REINFORCING. DO NOT PUSH REINFORCING DOWN INTO PREVIOUSLY

PLACED GROUT FILL. SET BOLTS SIMILARLY.

9. TIE MASONRY WYTHES WITH HORIZONTAL REINFORCING AS INDICATED BY THE DETAILS.

10. PROVIDE VERTICAL BARS, SIZE MATCHING WALL REINFORCING, AT ALL CORNERS, ENDS OF WALLS, EACH SIDE OF CONTROL JOINTS AND EACH SIDE OF WALL OPENINGS PER THE TYPICAL

DETAILS. TIE EACH BAR TO THE FOUNDATION WITH A MATCHING DOWEL. SEE ARCHITECTURAL

DRAWINGS FOR LOCATIONS OF CONTROL JOINTS.

11. ALL CORNERS AND INTERSECTIONS OF STRUCTURAL MASONRY WALLS SHALL BE CONSTRUCTED

BY INTERLOCKING COURSES.

12. ALL LINTELS SHALL HAVE SUFFICIENT BEARING LENGTH ON EACH SIDE OF OPENINGS AS PROVIDED

BY SPECIFICATION SECTION 04 20 00.FOUNDATIONS

CAST-IN-PLACE CONCRETE/REINFORCING STEELGENERAL NOTES

STRUCTURAL DESIGN DATA

INTERNATIONAL BUILDING CODE (IBC 2012)

ROOF & FLOOR LIVE LOADS:

ROOF 20 PSF

OCCUPIABLE ROOF 100 PSF

OFFICES 50 PSF

PARTITION 15 PSF

CORRIDORS AND PUBLIC ROOMS 100 PSF

CLASSROOMS 40 PSF

RESIDENTIAL, PRIVATE ROOMS 40 PSF

OFFICE STORAGE 125 PSF

HEAVY STORAGE 250 PSF

STAIRS 100 PSF

MECHANICAL ROOMS 125 PSF

ARMORY 150 PSF

ASSEMBLY AREAS:

FIXED SEATS 60 PSF

STAGE FLOORS 150 PSF

STEEL JOISTS

STRUCTURAL MASONRY

STRUCTURAL STEEL

THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE CURRENT AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS", AND "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", WITH THE FOLLOWING SUPPLEMENTAL REQUIREMENTS:

1. WIDE FLANGE ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A572A OR ASTM A992, Fy=50 KSI, WHILE ALL PLATES, BARS, CHANNELS, AND ANGLES SHALL CONFORM TO ASTM A36, Fy=36 KSI. HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE B, Fy=46 KSI FOR SQUARE AND RECTANGULAR SHAPES, AND Fy=42 KSI FOR ROUND SHAPES.

2. GROUT UNDER THE STEEL BEARING SHALL BE NON- METALLIC, NON -SHRINK, NON GAS FORMING, 5,000 PSI

MINIMUM COMPRESSIVE STRENGTH..

3. STRUCTURAL STEEL SHALL BE NEW UNLESS NOTED OTHERWISE, AND SHALL BE MADE FREE OF RUST, SCALE, ETC., AND SHIPPED WITH ONE COAT OF GRAY OXIDE PRIMER (EXCEPT WHERE PORTIONS OF MEMBERS SHALL BE LEFT UNPAINTED, SUCH AS PORTIONS IN CONTACT AND ACTING COMPOSITELY WITH CONCRETE OR PORTIONS RECEIVING SPRAY-APPLIED FIRE PROTECTION MATERIALS). REFER TO SPECIFICATIONS FOR SHOP PAINTING REQUIREMENTS. AFTER ERECTION, EXPOSED STEEL SHALL BE PAINTED PER PROJECT SPECIFICATIONS. ALL

STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED.

4. BEAM SIMPLE SHEAR CONNECTIONS NOT DETAILED ON STRUCTURAL DRAWINGS SHALL BE DESIGNED BY STEEL SUPPLIER FOR LOADS SHOWN ON DRAWINGS OR FOR REACTIONS DETERMINED BY USING THE ALLOWABLE UNIFORM LOAD AS TABULATED IN PART 2 OF THE AISC MANUAL OF STEEL CONSTRUCTION FOR THE SECTION, SPAN AND STRENGTH OF STEEL SPECIFIED. CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER BOLTS, ASTM A325 TIGHTENED TO A SNUG-TIGHT CONDITION PER AISC REQUIREMENTS.

5. WHERE STEEL MEMBERS ARE WELDED AND NO SIZE IS SPECIFIED, PROVIDE FULL LENGTH FILLET WELDS

BOTH SIDES OF MEMBER. WELD SIZES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:

MEMBER THICKNESS (INCHES) WELD SIZE (INCHES)

3/16 3/16 1/4 3/16 5/16 3/16 3/8 1/4 7/16 1/4 1/2 5/16 9/16 3/8 5/8 7/16

6. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. ANY MEMBER HAVING A SPLICE NOT SHOWN AND

DETAILED ON SHOP DRAWINGS WILL BE REJECTED.

7. WELDING SHALL CONFORM TO THE CURRENT AWS D1.1 "STRUCTURAL WELDING CODE - STEEL", AND WELDING ELECTRODES SHALL BE E70XX. WELDS SHALL BE MADE ONLY BY CERTIFIED WELDERS AND WELDING OPERATORS WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TESTS AS PRESCRIBED IN THE CURRENT AWS D1.1 "STRUCTURAL WELDING CODE-STEEL". PROOF OF CERTIFICATION SHALL BE SUBMITTED TO THE OWNER FOR

ACCEPTANCE BEFORE ANY WELDING IS PERMITTED TO BEGIN.

8. SEE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR ALL ITEMS REQUIRED TO BE HOT-DIP GALVANIZED AFTER FABRICATION. ALL EXTERIOR LINTELS AND SHELF ANGLES ARE TO BE HOT DIPPED

GALVANIZED.

9. STRUCTURAL STEEL SHALL BE PUNCHED FOR WOOD BLOCKING, NAILERS, SLIPS, AND TIES IN ACCORDANCE

WITH ARCHITECTURAL/STRUCTURAL DETAILS.

10. ULTRASONIC INSPECTION BY THE TESTING LABORATORY SHALL BE PER SPECIFICATION SECTION 05 05 23.16;

ULTRASONIC INSPECTION IS REQUIRED ON ALL COMPLETE JOINT PENETRATION WELDS.

11. ALL WELDS SHALL RECEIVE NON-DESTRUCTIVE TESTING/INSPECTION. 100% OF THE STRUCTURAL WELDS SHALL BE VISUALLY INSPECTED. 5% OF THE STRUCTURAL WELDS SHALL BE DYE-PENETRATION TESTED. ALL WELD INSPECTIONS/TESTS SHALL BE COMPLETED BY AN INDEPENDENT CERTIFIED WELDING INSPECTOR (CWI).

12. ALL STEEL EXPOSED TO VIEW SHALL BE CLASSIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) AS DEFINED BY THE AISC CODE OF STANDARD PRACTICE AND SHALL BE TREATED AS SUCH.

STEEL DECK AND STAIRS

1. ROOF DECK ATTACHMENT PATTERN PER TYPICAL DETAILS, UNO.

2. ALL DECKING SHALL BE SUPPLIED IN LENGTHS SUFFICIENT TO PERMIT THREE-SPAN SUPPORT CONDITIONS

UNLESS SPECIFICALLY DETAILED OTHERWISE.

3. STEEL STAIRS, LANDINGS, AND ALL CONNECTIONS SHALL BE DESIGNED BY THE SUPPLIER PER SPECIFICATION SECTION 05 51 00. ALL STAIR SHOP DRAWINGS SHALL BEAR THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. CALCULATIONS SHALL BE

SUBMITTED UPON REQUEST.

4. FLOOR DECK SHALL BE 2" 20 GAGE METAL DECKING.

Fy = 33 ksi; I = 0.409 in /ft; S = 0.341 in /ft; I = 0.406 in /ft; S = 0.346 in /ft

5. FLAT ROOF DECK SHALL BE 3" TYPE N 16 GAGE METAL DECKING.

Fy = 33 KSI, I = 1.683 in /ft; S = 0.893 in /ft; I = 1.807 in /ft; S = 0.944 in /ft

6. SLOPED ROOF DECK SHALL BE 1.5" TYPE B 16 GAGE METAL DECKING.

Fy = 33 KSI, I = 0.373 in /ft; S = 0.408 in /ft; I = 0.373 in /ft; S = 0.411 in /ft

SNOW LOAD DESIGN DATA:

GROUND SNOW LOAD (P ) 70 PSF

FLAT-ROOF SNOW LOAD, (P ) 63.7 PSF

SNOW EXPOSURE FACTOR (C ) 1.0

SNOW LOAD IMPORTANCE FACTOR (I ) 1.00

SNOW DRIFT ADDED AS PER APPLICABLE BUILDING CODES

WIND LOAD DESIGN DATA:

BASIC DESIGN WIND SPEED 115 MPH

RISK CATEGORY II

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFF. (GC ) + 0.18

VELOCITY PRESSURE (q ) 29.93 PSF

COMPONENTS AND CLADDING:

ALL BUILDING COMPONENTS AND CLADDING ENGINEERED BY THE COMPONENT MANUFACTURER

ARE TO DESIGNED BY THE MANUFACTURER'S ENGINEER FOR WIND LOADS DETERMINED PER

THE INTERNATIONAL BUILDING CODE FOR THE BASIC DESIGN WIND SPEED AND EXPOSURE

LISTED ABOVE.

SEISMIC DESIGN DATA:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR, (I ) 1.00

SITE CLASS D

DESIGN CATEGORY B

SHORT PERIOD SPECTRAL ACCELERATION S = 0.24g ONE SECOND SPECTRAL ACCELERATION S = 0.08g

DESIGN SPECTRAL ACCELERATION PARAMETERS:

SHORT PERIOD PARAMETER S = 0.231

ONE SECOND PARAMETER S = 0.127

ANALYSIS METHOD: EQUIVALENT LATERAL FORCE PROCEDURE

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT, R = 3

OVERSTRENGTH FACTOR, = 3

DEFLECTION AMPLIFICATION FACTOR, C = 3

CONCRETE CONSTRUCTION JOINTS

1. CONTRACTOR SHALL PROVIDE NECESSARY CONSTRUCTION JOINTS IN MONOLITHIC CONCRETE POURS SO THAT THE QUALITY OF PLACEMENT AND FINISH MEETS THE REQUIREMENTS OF PLANS AND SPECIFICATIONS.

THE CONTRACTOR SHALL SUBMIT A PLAN SHOWING THE LOCATION OF ALL CONSTRUCTION JOINTS TO THE

STRUCTURAL ENGINEER FOR APPROVAL.

2. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS. ALL VERTICAL CONSTRUCTION JOINTS IN SLABS AND BEAMS SHALL BE MADE WITH BULKHEADS. ADDITIONAL REINFORCING

AT CONSTRUCTION JOINTS SHALL BE AS SPECIFIED BY STRUCTURAL ENGINEER.

SEE TYPICAL CONSTRUCTION JOINT DETAILS.

LIGHT GAUGE STEEL FRAMING GENERAL NOTES

1. DIMENSIONS SHOWN IN THIS PACKAGE ARE FOR DESIGN REFERENCE ONLY. CONTRACT DRAWINGS

SHOULD BE USED IN DETERMINING EXACT DISTANCES AND ALL CONDITIONS SHOULD BE FIELD

VERIFIED BEFORE ERECTION. ALL LIGHT GAUGE METAL FRAMING SHALL BE FABRICATED IN

ACCORDANCE WITH LATEST AISI SPECIFICATIONS.

2. ALL STRUCTURAL CONNECTIONS SHALL BE COMPLETE AS PER THE PLANS AND SPECIFICATIONS AT THE TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY COMPROMISE

THE STRUCTURAL INTEGRITY OF THE BUILDING.

3. HEAVIER GAUGES MAY BE SUBSTITUTED. PROVIDE SHOP DRAWINGS INCLUDING SHAPES, GAUGES, SIZES, SPACINGS, LOCATIONS AND CONNECTIONS. THE EXTERIOR WALLS SHALL BE 600S250-68 MINIMUM

(OR APPROVED EQUAL) @ 16" MAXIMUM SPACING FOR THE BLAST LOADING AS NOTED.

4. ALL COLD FORMED SECTIONS TO BE DESIGNED PER LATEST AISI CODE & ALSO PER DESIGN CRITERIA LISTED ON DWG S-001. ALL DRAWINGS TO BE SIGNED & SEALED BY PROFESSIONAL ENGINEER OF THE

STATE WHERE BUILDING IS CONSTRUCTED.

p p n n 4 3 4 3

D1 z pi g f e s e

ATFP GLAZING DESIGN PARAMETERS:

LOCATION: PARKING AND ROADWAYS WITHIN A CONTROLLED PERIMETER

BUILDING CATEGORY: PRIMARY GATHERING

LEVEL OF PROTECTION: LOW

CHARGE WEIGHT = II

CONVENTIONAL CONSTRUCTION STANDOFF DISTANCE: 82 FT

(FOR NON-LOAD BEARING METAL STUDS w/ BRICK VENEER)

MINIMUM STANDOFF DISTANCE: 12 FT

PROVIDED STANDOFF DISTANCE: 82 FT

WINDOW AND DOOR FRAMING STRUCTURE SHALL BE DESIGNED FOR BLAST LOADING PER UFC 4-010-01

& ASTM F2248; METAL STUD CONNECTIONS SHALL ALSO BE DESIGNED FOR BLAST LOADING

p p n n 4 3 4 d

W p p n n 4 3 4

BLAST DESIGN DATA

1. THE EQUIVALENT UNIFORM IMPULSE PRESSURE:

Ir = 30.0 PSI-mSEC

2. THE DESIGN EQUIVALENT PEAK PRESSURE: 5.8 PSI

3. THE BLAST PRESSURE INDICATED ABOVE PERTAINS TO THE

DESIGN OF WINDOWS, DOORS AND CURTAIN WALLS AND THE

ASSOCIATED FRAME CONNECTIONS TO MEET MINIMUM DOD

REQUIREMENTS. REFERENCE THE SPECIFICATIONS FOR

ADDITIONAL INFORMATION.

13.0

5.8

TIME (mSEC)

P R

U R

E (P

INTERNATIONAL BUILDING CODE (IBC 2012)

ROOF & FLOOR DEAD LOADS:

FLAT ROOF 30 PSF

SLOPED ROOF 32 PSF

FIRST FLOOR 33 PSF

SECOND FLOOR 100 PSF

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K KIP(S)

KB KNEE BRACE

KCF KIPS PER CUBIC FEET

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L LENGTH

LB POUND

ld DEVELOPMENT LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LW LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL(S)

M/E/P MECHANICAL, ELECTRICAL, & PLUMBING

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MP MASONRY PIER

NF NEAR FACE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP HAND OPPOSITE HAND

PERM PERMANENT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PVMT PAVEMENT

RAD RADIUS OR RADII

RE: REFER TO

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REV REVISION OR REVISE

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SDI STEEL DECK INSTITUTE

SECT SECTION

SHT SHEET

SIM SIMILAR

SL SLOPE(D) OR SLOPING

SLV SLEEVE

SOG SLAB ON GRADE

SP SPACE(S)

SPA SPACES OR SPACING

SPEC SPECIFICATIONS

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

T THICKNESS

T&B TOP & BOTTOM

T&S TEMPERATURE & SHRINKAGE

T/ TOP OF

TEMP TEMPORARY

THD THREAD(ED)

THK THICKNESS

TRANS TRANSVERSE

TSF TONS PER SQUARE FEET

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W WIDTH

W/ WITH

W/O WITHOUT

W/L WIND LOAD

W/P WORKING POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

SYMBOLS

ANGLE

@ AT

CENTERLINE

( )º DEGREE

Ǿ DIAMETER

ELEVATION

= EQUAL

()' FOOT OR FEET

()" INCH OR INCHES

# NUMBEER

//() PARALLEL

% PERCENT

PLATE

S() AMERICAN STANDARD SHAPE

L() ANGLE

C() CHANNEL

L()L DOUBLE ANGLE

HSS() HOLLOW STRUCTURAL SECTION

MC() MISCELLANEOUS CHANNEL

WT() STRUCTURAL TEE

W() WIDE FLANGE

K() OPEN WEB STEEL JOIST

LH() LONGSPAN OPEN WEB STEEL JOIST

ABBREVIATIONS

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT OR ARCHITECTURAL(S)

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

BPL BASE PLATE OR BEARING PLATE

B/ BOTTOM OF

BF BOTH FACES

BLDG BUILDING

BLK BLOCK

BM BEAM

BRG BEARING

BS BOTH SIDES

BT BENT

BTWN BETWEEN

CHAM CHAMFER

CIP CAST IN PLACE

CJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CRSI CONCRETE REINFORCING STEEL INSTITUTE

db BAR DIAMETER

DBL DOUBLE

DET DETAIL

DEPR DEPRESSION/DEPRESSED

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DWG DRAWING

DWL DOWEL

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBED(ED)(MENT)

ENGR ENGINEER

EOS EDGE OF SLAB

EOW EDGE OF WALL

EQ EQUAL

EQUIP EQUIPMENT

EST ESTIMATE(D)

EW EACH WAY

EXC EXCAVATE OR EXCAVATION

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FF FAR FACE

FIN FINISHED

FL FLOOR

FS FS

FTG FOOTING

GA GAGE OR GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

INCL INCLUDE(D)(ING), INCLUSIVE

INFO INFORMATION

INT INTERIOR

ISO JT ISOLATION JOINT

JST JOIST

JT JOINT

BAR DESIGNATION

BAR SPACING

CENTER TO CENTER

LIGHT WEIGHT CONCRETE (110 lb/ft )2.5ELEVATED FLOOR/ROOF SLABS

F'c = 4.0 ksi F'c = 3.0 ksi

4db

7. FOR LIGHTWEIGHT CONCRETE: MULTIPLY THE ABOVE LAP SPLICE VALUES BY 1.3 UNO.

6. CATEGORY FOR BARS SPACED LESS THAN 4d, ON CENTER CORRESPONDS TO CATEGORY 1 IN THE CRSI HANDBOOK WHEREAS FOR BARS SPACED 4d OR MORE ON CENTER CORRESPONDS TO CRSI CATEGORY 5.

1. YIELD STRENGTH OF REINFORCEMENT, (Fy) IS 60 ksi (LAP SPLICE LENGTH IS IN INCHES).

2. CONCRETE IS NORMAL WEIGHT (150 lb/ft ).

3. TOP BAR INDICATES HORIZONTAL REINFORCEMENT WHICH IS PLACED ABOVE 12 INCHES OR MORE OF FRESH CONCRETE.

4. UNLESS NOTED OTHERWISE COLUMNS & PIERS UTILIZE TENSION LAP SPLICES.

5. STRAIGHT DEVELOPMENT LENGTH OF AN UNLAPPED BAR IS EQUAL TO VALUE FROM TABLE DIVIDED BY 1.3.

OTHER BARS

4db

CENTER TO CENTER

BAR SPACING

BAR DESIGNATION

NOTES:

TOP BARS

4db

THAN

LESS

4db

THAN

LESS

4db

TOP BARS

4db

THAN

LESS

4db

OTHER BARS

4db

THAN

LESS

HOOK DEVELOPMENT LENGTH

PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED

TO MAINTAIN CONCRETE PROTECTION SPECIFIED.

HOOK DEVELOPMENT LENGTH IS VALID FOR

180° HOOKS ALSO.

REDUCTION FOR EXCESS REINFORCEMENT

IS NOT TAKEN.

TIE OR STIRRUP REQUIREMENTS OF ACI

SECT. 12.5.3.2 ARE ASSUMED NOT TO BE

MET.

NOTES:

CONCRETE IS NORMAL WEIGHT CONCRETE.

BAR YIELD STRENGTH, Fy = 60 ksi

SIDE COVER REQUIREMENTS OF ACI SECT.

12.5.3.2 ARE ASSUMED NOT TO BE MET.

MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT

BARS SHALL BE AS FOLLOWS: (RE: ACI 318)

DIMENSIONS FOR BAR PLACEMENT GIVEN IN SECTIONS AND

DETAILS SHALL SUPERSEDE MINIMUM COVER REQUIREMENTS

GIVEN HERE.

RETAINING WALLS (NO SURFACES SHALL BE EARTH FORMED)

SLABS-ON-GRADE (NO EXPOSURE TO WEATHER) FROM TOP

#5 BAR & SMALLER

#6 THRU #11 BAR

1. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (150 lb/ft ) UNO.

COMPRESSIVE

STRENGTH @

COLUMNS / PIERS

SLABS-ON-GRADE (EXPOSURE TO WEATHER) FROM TOP

EARTH SIDE AND FRONT SIDE (EXPOSED TO WEATHER):

BOTTOM

TOP

GRADE BEAMS OR SLAB TURNED DOWN EDGES:

#5 BAR AND SMALLER

#6 THRU #11 BAR

SIDES (EARTH FORMED)

SIDES (BOARD FORMED)

FOOTINGS (EARTH FORMED)

ALL OTHER CONCRETE

SLAB-ON-GRADE

ALL FOOTINGS U.N.O.

NOTES:

STRUCTURAL

ELEMENT

4.5

4.0

28 DAYS

(ksi) 4.5

CONCRETE

f'c

1.5 INCHES

2.5 INCHES

1.5 INCHES

2.5 INCHES

2.0 INCHES

3.0 INCHES

1.5 INCHES

2.0 INCHES

3.0 INCHES

#10 #11

REMARKS

#8 #7

#5 #6

BAR

SIZE

3 ksi

4.0 ksi

Ldh (INCHES)

F'c

RECTANGULAR TUBE STEEL

CONNECTIONS, PLATES &

STUDS/TRUSS MEMBERS

LIGHT GAGE METAL

ANCHOR RODS

PIPES

ROUND TUBE STEEL

ALL OTHERS

BRACING

BEAMS & COLUMNS (UNO)

ELEMENT

STRUCTURAL

ASTM A36M36

ASTM A653M

ASTM A500 GRADE B

ASTM A36M

ASTM A53 GRADE B

YIELD STRENGTH

(ksi)

ASTM A500 GRADE B

ASTM A992M

ASTM A36M

REMARKS

4.5

5.5

5.0

3.0

4.0

3.5

2.5

2.0

1.5#3

#10

#11

#10

#11

8. FOR EPOXY COATED REINFORCEMENT: MULTIPLY THE ABOVE LAP SPLICE VALUES BY 1.5.

MINIMUM LAP SPLICES OF REINFORCING BARS IN TENSION (PER ACI 318)

CONCRETE COVER SCHEDULE

CONCRETE MATERIALS SCHEDULE

TENSION PER (ACI 318)

STANDARD HOOKS IN

STEEL MATERIALS SCHEDULE

LENGTH, Ldh

HOOK DEVELOPMENT

H O

O K

O N

A C

CHANNELS, C-SHAPE STEEL 36 ASTM A992M

CONCRETE LOOR FLATNESS (F ) AND LEVELNESS (F )

APPLICATION LOCATIONS

CONCRETE FLOOR FINISH NOTES:

1. REFER TO ACI 302.1R FOR GUIDELINES ON PLACING AND FINISHING OF CONCRETE

FLOORS SLAB CONSTRUCTION FOR THE F-NUMBER SYSTEM.

2. ASTM E 1155 IS THE BASIS OF THE STANDARD TEST METHOD FOR THE F-NUMBER

SYSTEM.

F L

SPECIFIED OVERALL VALUE MINIMUM LOCAL VALUE

F FL FF FL

MECHANICAL/UTILITY ROOMS

OFFICES, CLASSROOMS,

BARRACKS, ARMS ROOM, & ALL

ROOMS RECEIVING FLOOR

FINISHES (CARPET, TILES, ETC.)

TRAINING ROOM

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STRUCTURAL FOOTING SCHEDULE

TYPE WIDTH LENGTH THICKNESS REINFORCEMENT

TOTAL

QUANTITY Comments

F1 6' - 0" 6' - 0" 1' - 6" (6) #6 EW T&B 3

F2 8' - 0" 8' - 0" 1' - 6" (8) #6 EW T&B 4

F3 9' - 0" 9' - 0" 1' - 6" (8) #6 EW T&B 6

F4 11' - 0" 11' - 0" 1' - 6" (12) #6 EW T&B 20

F5 12' - 6" 12' - 6" 2' - 0" (15) #6 EW T&B 23

F6 12' - 0" 16' - 0" 1' - 6" (12) #6 LONG T&B /

(18) #6 SHORT T&B

1 (2) PIERS

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PART A

S-201 3

C O

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F.F. = O.O FEET

S-502

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S-

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FOR ENTRANCE MAT

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TRENCH DRAIN

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F2 F4

F4F4

F5F5 F5

F5F5F5

S-502

T/FTG

TYP INT FTG

T/FTG

TYP EXT FTG

-5' - 0"

-2' - 0"

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1/8" = 1'-0"1 01_FOUNDATION PLAN - PART A

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND DESIGN CRITERIA.

2. COORINDATE DIMENSIONS, WALL OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.

3. THE FINISHED FLOOR ELEVATION IS 0' - 0" U.N.O.

4. THE SLAB SHALL BE A 6-INCH THICK REINFORCED CONCRETE SLAB-ON-GRADE w/ #4 @ 12" O.C. EACH WAY.

5. THE ARMS ROOM SHALL BE PROVIDED A 6-INCH THICK REINFORCED CONCRETE SLAB-ON-GRADE w/ #4 @ 9" O.C. EACH WAY.

5. ALL WALLS AND COLUMNS SHALL BE SUPPORTED ON REINFORCED CONCRETE SPREAD FOUNDATIONS.

6. REFER TO MECHANICAL DWGS FOR EXTENT, LAYOUT, AND LOCATION OF RADIANT FLOOR HEATING IN THIS PORTION.

KEYPLAN

PART C

PART A PART B

0' 4' 8' 16' 32'

STRUCTURAL FOOTING SCHEDULE

TYPE WIDTH LENGTH THICKNESS REINFORCEMENT

TOTAL

QUANTITY Comments

F1 6' - 0" 6' - 0" 1' - 6" (6) #6 EW T&B 3

F2 8' - 0" 8' - 0" 1' - 6" (8) #6 EW T&B 4

F3 9' - 0" 9' - 0" 1' - 6" (8) #6 EW T&B 6

F4 11' - 0" 11' - 0" 1' - 6" (12) #6 EW T&B 20

F5 12' - 6" 12' - 6" 2' - 0" (15) #6 EW T&B 23

F6 12' - 0" 16' - 0" 1' - 6" (12) #6 LONG T&B /

(18) #6 SHORT T&B

1 (2) PIERS

MF1 3' - 0" 3' - 0" 1' - 0" (4) #6 EW T&B 6

K D

N D

Am en dm en t 6

-J

-1

131211109876

F.1

147.1

E.1

13' - 0" 18' - 7" 13' - 8" 23' - 4" 13' - 6" 26' - 0" 31' - 2" 27' - 8" 12' - 10"

S-502

S-204

2 COL. LINE B

S-203 3

C O

S-208

2 COL. LINE H

S-205

1 COL. LINE D

S-204

3 COL. LINE C

S-203 3

C O

S-206

COL. LINE E.1,

PART B

S-207

COL. LINE F.1,

PART B

S-203 2

C O

S-203 4

C O

S-205

2 COL. LINE E

S-202 4

C O

S-201 4

C O

S-202 1

C O

S-202 2

C O

S-203 1

C O

S-208

1 COL. LINE G

S-502

SLAB ON GRADE

F.F. = O.O FEET

SLOPED SLAB ON GRADE

CONC BASES FOR

LOCKERS (TYP)

S-502

C J

S-501

C H

S-

DEPRESSED SLAB

FOR ENTRANCE MAT

DEPRESSED SLAB

FOR SHOWERS

S-209

SOUTH

FRAMING

ELEVATION

S-209

1 NORTH

FRAMING

ELEVATION

S-2102

S-511

SLOPED SLAB BEGINS

SLOPED

SLAB

ENDS

4.76° [No Slope]

S-502

S-512

CONC EQUIP. PADS

S-504

S-204

1 COL. LINE A

S-202 3

C O

S-514

M-1 M-2

M-3

S-518

M-4

S-518

M-5 M-6

M-7

M-8

S-503

F2 F2

F4 F4

F4 F5

F5 F5

F5F5

F5 F5

F1 F1 6'

2" 5'

MF1

MF1 MF1

MF1

-5' - 10"

T/FTG T/FTG

TYP EXT FTG

T/FTG

TYP INT FTG

-2' - 0"

-5' - 6"

T/FTG

-5' - 0"

T/FTG

TYP EXT FTG

-5' - 0"

T/FTG

TYP EXT FTG

S-514

S-503

S-515

-5' - 0"

T/FTG

TYP EXT FTG

S-503

-5' - 10"

-5' - 0"

T/FTG

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

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S-101B

N D

N P

R T

N C

O A

C A D

C O

E X

C he ck er

O C

, 2

1/8" = 1'-0"1 01_FOUNDATION PLAN - PART B

KEYPLAN

PART C

PART A PART B

0' 4' 8' 16' 32'

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND DESIGN CRITERIA.

2. COORINDATE DIMENSIONS, WALL OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.

3. THE FINISHED FLOOR ELEVATION IS 0' - 0" U.N.O.

4. THE SLAB SHALL BE A 6-INCH THICK REINFORCED CONCRETE SLAB-ON-GRADE w/ #4 @ 12" O.C. EACH WAY U.N.O.

5. ALL WALLS AND COLUMNS SHALL BE SUPPORTED ON REINFORCED CONCRETE SPREAD FOUNDATIONS.

STRUCTURAL FOOTING SCHEDULE

TYPE WIDTH LENGTH THICKNESS REINFORCEMENT

TOTAL

QUANTITY Comments

F1 6' - 0" 6' - 0" 1' - 6" (6) #6 EW T&B 3

F2 8' - 0" 8' - 0" 1' - 6" (8) #6 EW T&B 4

F3 9' - 0" 9' - 0" 1' - 6" (8) #6 EW T&B 6

F4 11' - 0" 11' - 0" 1' - 6" (12) #6 EW T&B 20

F5 12' - 6" 12' - 6" 2' - 0" (15) #6 EW T&B 23

F6 12' - 0" 16' - 0" 1' - 6" (12) #6 LONG T&B /

(18) #6 SHORT T&B

1 (2) PIERS

MF1 3' - 0" 3' - 0" 1' - 0" (4) #6 EW T&B 6

K D

N D

Am en dm en t 6

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F.1

147.1

E.1

S-204

2 COL. LINE B

S-203 3

C O

S-204

3 COL. LINE C

S-205

1 COL. LINE D

S-208

2 COL. LINE H

13' - 0" 18' - 7" 13' - 8" 23' - 4" 13' - 6" 26' - 0" 31' - 2" 27' - 8" 12' - 10"

S-206

COL. LINE E.1,

PART B

S-207

COL. LINE F.1,

PART B

S-203 2

C O

S-203 4

C O

S-205

2 COL. LINE E

S-202 4

C O

S-201 4

C O

S-202 1

C O

S-202 2

C O

S-203 1

C O

S-208

1 COL. LINE G

S-511

W14X22

W27X129

W24X84

W24X103

W24X68W24X68

W27X84 W27X84

W16X40 W27X129 W16X100 W16X40 W27X94

W16X100

W14X30W16X67W24X103W14X30

W16X40

W16X67 W24X55

W24X68

W24X68W24X84

W24X55

W24X68

W24X84

W24X68

W27X129

W24X68W24X55

SP 54G 14N 13K

W 1 4

W16X40

W24X68 W27X84

R O

O F

FLAT ROOF

(-9' - 5 1/2")

(-0' - 8")$

S-506

(-9' - 5 1/2")

(-0' - 5")

C H

S-

OPEN TO

BELOW

(2 2)

2) (4

(4 8)

(5 4)

4) (7

(6 4)

(3 2)

(4 8)

(3 6)

(3 2)

(1 8)

(4 8)

(5 8)

(4 8)

(5 8)

(4 8)

(1 7)

(1 9)

(3 2)

(1 7)

(1 9)

(1 7)

(1 9)

(1 7)

(1 9)

(1 7)

(1 9)

(1 7)

(1 9)

(3 4)

(3 8)

(1 9)

(2 0)

0) (2

(2 0)

(48) (62)(50)

(82) (112)(84)

(84) (82)

(103) (36)

(48)

(54)

(48)(48)

(90)(80)(84)

(50)

(54)

(33)

(60)

(38)(48)

(90)(52)

(30)(50)

(84)

S-209

SOUTH

FRAMING

ELEVATION

S-209

1 NORTH

FRAMING

ELEVATION

S-2102

(3' - 4")

S-204

1 COL. LINE A

(-8

DENOTES BEAM-TO-COLUMN

MOMENT CONNECTIONS

(REFER TO FRAMING ELEVATIONS

FOR DESIGN LOADING)

(80)

(2 0)

S-202 3

C O

S-503

EQUIPMENT PAD

(-2' - 0")

(-2

") (-2

(-9

S-508

S-516

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

E D

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S-102B

O N

D F

L R P

R T

N C

O A

C A D

C O

E X

C he ck er

O C

, 2

1/8" = 1'-0"1 02_2nd FLR PLAN - PART B

KEYPLAN

PART C

PART A PART B

0' 4' 8' 16' 32'

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND DESIGN CRITERIA

2. COORINDATE DIMENSIONS, WALL OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.

3. T/STEEL ELEVATION = 15' - 7" FOR THE SECOND FLOOR STRUCTURAL MEMBERS, & T/SLAB ELEVATION = 16' - 0".

4. STRUCTURAL MEMBERS DENOTED WITH A " " SYMBOL ARE ASSOCIATED WITH THE LOWER ROOF FOR THE AUDITORIUM.

THE T/STEEL ELEVATION FOR THE AUDITORIUM ROOF = 20' - 4"

5. INDICATES THE SPAN DIRECTION FOR THE 3" METAL ROOF DECK FOR THE FLAT ROOF SECTIONS. THE ROOF SHALL CONSIST OF 3" METAL ROOF DECK WITH RIGID INSULATION AND ROOFING AS PER ARCHITECTURAL DRAWINGS AND DETAILS.

6. INDICATES THE SPAN DIRECTION FOR THE 1-1/2" METAL ROOF DECK FOR THE SLOPED ROOF SECTIONS. THE ROOF SHALL CONSIST OF 1-1/2" METAL ROOF DECK WITH RIGID INSULATION AND ROOFING AS PER ARCHITECTURAL DWGS AND DETAILS.

7. INDICATES ROOF SLOPE DIRECTION. REFER TO ARCHITECTURAL DRAWINGS FOR FINAL ROOF SLOPE AND PROFILE.

8. INDICATES THE SPAN DIRECTION FOR THE 5" COMPOSITE FLOOR SLAB SYSTEM WITH 3" THICK LIGHTWEIGHT CONCRETE OVER A 20-GAGE 2" METAL DECK REINFORCED WITH 6x6 - W1.4xW1.4 WELDED WIRE MESH.

9. ALL SHEAR STUDS FOR THE COMPOSITE FLOOR SYSTEM SHALL BE 3/4" DIAMETER STUDS WITH A MINIMUM LENGTH OF 3-1/2 INCHES.

10. THE MINIMUM NUMBER OF SHEAR STUDS ON EACH BEAM IS IDENTIFIED AS (#) ON EACH COMPOSITE BEAM AND SHALL BE AT UNIFORM

SPACING ACROSS THE BEAM U.N.O.

11. THE MAXIMUM SHEAR STUD SPACING IS 24 INCHES O.C. FOR ALL COMPOSITE BEAMS.

12. ELEVATIONS NOTED ON A BEAM AS (#' - #") INDICATES THE CHANGE IN ELEVATION FROM THE NOTED T/STEEL ELEVATION.

13. BEAMS AND GIRDERS SUPPORTING OPEN-WEB ROOF JOISTS HAVE A T/STL ELEVATION OFFSET TO ACCOUNT FOR JOIST SEAT DEPTH.

THIS OFFSET SHALL BE COORDINATED WITH THE ACTUAL JOIST SEAT DEPTH AND THE STEEL FABRICATORS.

SLOPE

K D

N D

Am en dm en t 6

-J

-1

65432

F.1

E.1

S-201 1

C O

S-204

3 COL. LINE C

S-208

2 COL. LINE H

S-205

1 COL. LINE D

S-207

COL. LINE F.1,

PART A

S-206

COL. LINE E.1,

PART A

11' - 11" 30' - 8" 32' - 3" 30' - 2" 32' - 3"

S-201 3

C O

S-201 4

C O

W27X84 W27X84 W27X84 W24X68

W27X94W27X84W27X94W27X84

W27X84

32G 9N 12K

W24X68

W24X84 W24X84 W24X68

(-0' - 6") (-0' - 6") (-0' - 6")

(-1' - 6")

(-0' - 6") (-0' - 6") (-0' - 6")

(-0' - 6")

(-1' - 6")

(-0' - 6")

C H

S-

S-210 1

LOCATION OF BLDG

EXPANSION JOINT

(-1' - 6") (-1' - 6")

1 0

(-1' - 8")

1 0

(-1

1 0

DENOTES BEAM-TO-COLUMN

MOMENT CONNECTIONS

(REFER TO FRAMING ELEVATIONS

FOR DESIGN LOADING)

S-201 2

C O

(-1

S-510

S-516

Sim

S-508

Sim

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

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S:\Projects\Ft_Drum\NCO Academy\Con_Docs\BIM_Models\Structural\NCOA-STRUCT.rvt

S-103A

R O

O F

P L

R T

N C

O A

C A D

C O

E X

C he ck er

O C

, 2

1/8" = 1'-0"1 03_ROOF PLAN - PART A

KEYPLAN

PART C

PART A PART B

0' 4' 8' 16' 32'

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND DESIGN CRITERIA

2. COORINDATE DIMENSIONS, ROOF OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.

3. T/STEEL ELEVATION = 31' - 7" FOR THE MAIN ROOF LEVEL STRUCTURAL MEMBERS.

4. ELEVATIONS NOTED ON A BEAM AS (#' - #") INDICATES THE CHANGE IN ELEVATION FROM THE NOTED T/STEEL ELEVATION.

5. BEAMS AND GIRDERS SUPPORTING OPEN-WEB ROOF JOISTS HAVE A T/STL ELEVATION OFFSET TO ACCOUNT FOR JOIST SEAT DEPTH.

THIS OFFSET SHALL BE COORDINATED WITH THE ACTUAL JOIST SEAT DEPTH AND THE STEEL FABRICATORS.

6. INDICATES THE SPAN DIRECTION FOR THE 3" METAL ROOF DECK FOR THE ROOF.R

7. INDICATES ROOF SLOPE DIRECTION. REFER TO ARCHITECTURAL DRAWINGS FOR

FINAL ROOF SLOPE AND PROFILE.

8. THE ROOF SHALL CONSIST OF 3" METAL ROOF DECK WITH RIGID INSULATION AND ROOFING

AS PER ARCHITECTURAL DRAWINGS AND DETAILS.

SLOPE

K D

N D

Am en dm en t 6

-J

-1

F.1

147.1

E.1

S-204

2 COL. LINE B

S-203 3

C O

13' - 0" 18' - 7" 13' - 8" 23' - 4" 13' - 6" 26' - 0" 31' - 2" 27' - 8" 12' - 10"

S-206

COL. LINE E.1,

PART B

S-207

COL. LINE F.1,

PART B

S-203 2

C O

S-203 4

C O

S-205

2 COL. LINE E

S-202 4

C O

S-201 4

C O

S-202 1

C O

S-202 2

C O

S-203 1 C

O L.

S-208

1 COL. LINE G

W24X68

W27X94

W27X84 W27X84 W27X129

W16X40

W24X68 W27X84 W27X84

W27X84W27X84

W27X84W16X40W24X68W27X129W16X40

W16X40 W24X68 36G 10N 12K W24X55 32G 9N 12K 28G 8N 12K

W16X40SP 36G 19N 5K

32G 9N 12K

36G 10N 12K

W16X40

W24X68

SP 32G 17N 5K

R R

(-0' - 6")

(-1' - 6")

(-0' - 6")

(-1' - 6") (-1' - 6")

(-0' - 6")

(-0' - 6") (-0' - 6")

(-0' - 6")

(-0' - 6") (-0' - 6") (-0' - 6")

(-1' - 6")

(-0' - 6")

(-0' - 6") (-0' - 6")

(-0' - 6")(-0' - 6")(-0' - 6")

C H

S-

S-209

SOUTH

FRAMING

ELEVATION

S-209

1 NORTH

FRAMING

ELEVATION

S-2102

(-1' - 6")(-1' - 6")(-1' - 6")

1 0

(-1' - 8") (-1' - 8")

1 0

(-1' - 8")

1 0

R(-1

(-1

(-0

(-1

1 0

(-1

PE SL

(-0

S-204

1 COL. LINE A

S-512

DENOTES BEAM-TO-COLUMN

MOMENT CONNECTIONS

(REFER TO FRAMING ELEVATIONS

FOR DESIGN LOADING)

S-202 3

C O

(-1

S-510

S-516

Sim

S-508

Sim

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

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S-103B

R O

O F

P L

R T

N C

O A

C A D

C O

E X

C he ck er

O C

, 2

1/8" = 1'-0"1 03_ROOF PLAN - PART B

KEYPLAN

PART C

PART A PART B

0' 4' 8' 16' 32'

NOTES:

1. SEE SHEET S-001 FOR GENERAL NOTES AND DESIGN CRITERIA

2. COORINDATE DIMENSIONS, ROOF OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS WITH ARCHITECTURAL DRAWINGS.

3. T/STEEL ELEVATION = 31' - 7" FOR THE MAIN ROOF LEVEL STRUCTURAL MEMBERS.

4. ELEVATIONS NOTED ON A BEAM AS (#' - #") INDICATES THE CHANGE IN ELEVATION FROM THE NOTED T/STEEL ELEVATION.

5. BEAMS AND GIRDERS SUPPORTING OPEN-WEB ROOF JOISTS HAVE A T/STL ELEVATION OFFSET TO ACCOUNT FOR JOIST SEAT DEPTH.

THIS OFFSET SHALL BE COORDINATED WITH THE ACTUAL JOIST SEAT DEPTH AND THE STEEL FABRICATORS.

6. INDICATES THE SPAN DIRECTION FOR THE 3" METAL ROOF DECK FOR THE ROOF.R

7. INDICATES ROOF SLOPE DIRECTION. REFER TO ARCHITECTURAL DRAWINGS FOR

FINAL ROOF SLOPE AND PROFILE.

8. THE ROOF SHALL CONSIST OF 3" METAL ROOF DECK WITH RIGID INSULATION AND ROOFING

AS PER ARCHITECTURAL DRAWINGS AND DETAILS.

SLOPE

K D

N D

Am en dm en t 6

-J

-1

1st FLR T/SLAB 0' - 0"

2nd FLR T/STL 15' - 7"

2nd FLR T/SLAB 16' - 0"

ROOF T/DECK

31' - 10"

ROOF T/STL

31' - 7"

13 12 11 10 9 8 7 6 5 4 3 27.1

LOW ROOF T/STL

19' - 0"

AUD. ROOF T/STL

20' - 4"

S-210

Sim

1st FLR T/SLAB 0' - 0"

2nd FLR T/STL 15' - 7"

2nd FLR T/SLAB 16' - 0"

ROOF T/DECK

31' - 10"

ROOF T/STL

31' - 7"

1312111098765432 7.1

S-514

Sim

S-210

Sim

S-514

Sim

LEGEND:

LOUVER OPENINGS

HSS4x4x1/2 TUBE FRAMING

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

A W N

B Y:

B M

D B

C H

E C

D B

S I

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S:\Projects\Ft_Drum\NCO Academy\Con_Docs\BIM_Models\Structural\NCOA-STRUCT.rvt

S-209

L O

F R

I N

G E

L E

T I O

N S

N C

O A

C A D

C O

E X

C he ck er

O C

, 2

NTS1 NORTH FRAMING ELEVATION

NTS2 SOUTH FRAMING ELEVATION

NOTES:

1. FRAMING SHOWN IS FOR TUBE STEEL MEMBERS AROUND ALL WINDOW, LOUVER, AND DOOR OPENINGS OF THE BUILDING ENVELOPE.

2. TUBE FRAMING IS TO BE PROVIDED AS PER UFC CRITERIA FOR BLAST LOADING. DOD MINIMUM WINDOWS AND DOORS SHALL

BE PROVIDED FOR ALL OPENINGS AS PER AT/FP REQUIREMENTS.

3. BETWEEN ALL TUBE FRAMING AND FOR THE REST OF THE STRUCTURE, FRAMING SHALL BE METAL STUDS @ 16" O.C. MAXIMUM.

SEE FRAMING DETAILS AND ARCHITECTURAL DRAWINGS.

4. CONNECTION DETAILS ARE PROVIDED IN THIS STRUCTURAL SUBMISSION. ALTERNATE CONNECTION DETAILS, DESIGNS, AND/OR MANUFACTURER PRODUCT DATA MAY BE SUBMITTED TO THE C.O.R. & S.E.O.R. FOR REVIEW & APPROVAL.

K D

N D

Am en dm en t 6

-J

-1

STUDS @ 16"

O.C.

TUBE FRAMING @ OPENING

TRACK

SLAB

STUDS @ 16" O.C.

ATTACH FOR BLAST TO VERT.

MEMBERS ONLY

STUDS @ 16" O.C.

S-210

Sim

S-210

Sim

ATTACH FOR BLAST TO VERT. MEMBERS

ONLY

STUDS @

16" O.C.

TRACK

SLAB

STUDS @

16" O.C.

TUBE FRAMING @ OPENING

S-210

Sim

S-210

Sim

1' - 0"

HSS6x6x1/2

L 3X3X3/8"

3/4" DIA. POST-INSTALLED

ANCHORS, 3 1/2" MIN EMBED.

3/16

SIDE OF DOOR

OPENING

HSS6x6x1/2

L 5X5X3/8"

3/4" DIA. POST-INSTALLED

ANCHORS, 3 1/2" MIN EMBED.

3/16

0' - 11"

HSS 6X6X1/2 VERT.

MEMBERS FOR FULL

HEIGHT (TYP)

ERECTION ANGLE

1st FLR T/SLAB 0' - 0"

2nd FLR T/STL 15' - 7"

2nd FLR T/SLAB 16' - 0"

ROOF T/DECK

31' - 10"

ROOF T/STL

31' - 7"

HGFEB C D F.1A E.1

LOW ROOF T/STL

19' - 0"

HSS8x6x1/2

S-514

Sim

S-210

Sim

1st FLR T/SLAB 0' - 0"

2nd FLR T/STL 15' - 7"

2nd FLR T/SLAB 16' - 0"

ROOF T/DECK

31' - 10"

ROOF T/STL

31' - 7"

H G F E BCDF.1 AE.1

AUD. ROOF T/STL

20' - 4"

HSS12x6x1/2 HSS12x6x1/2

S-514

Sim

S-514

Sim

S-210

Sim

S-210

Sim

W-SHAPE STEEL BEAM

W/ HSS COLUMN

ARCH WALL ASSEMBLY

1/4 6

HSS COLUMN

REFER TO ARCH WALL SECTIONS

VARIES

L6x4x3/8, L = 12", SLH

W/ SLOTTED HOLES

SECTION A - A'

(2) 3/4" A325 BOLTS

CONNECTING THROUGH

PLATE & ANGLE

3/8" THICK PLATE

WELDED TO COLUMN

W/ SLOTTED HOLES

L6x4x3/8, L = 12"

WELDED TO

BEAM ABOVE

4.5 x 12 x 3/8" THICK PLATE

WELDED TO HSS COLUMN

12"

HSS COLUMN

2" LONG SLOTTED HOLE

NOTE: SIMILAR CONNECTION DETAILS SHALL BE PROVIDED AT CONNECTION

OF HSS COLUMN TO STRUCTURAL SLABS. REFER TO CONNECTION

DETAILS FOR STEEL STUDS.

LEGEND:

LOUVER OPENINGS

HSS4x4x1/2 TUBE FRAMING

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D…

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File details come from the government source that posted it. Updated Nov 14, 2017.