S-001_AM 6.pdf

1. STRUCTURE WAS DESIGNED IN ACCORDANCE WITH THE UNIFIED FACILITIES CRITERIA 3-301-01 AND THE 2018 INTERNATIONAL BUILDING CODE AND THE 2018 INTERNATIONAL EXISTING BUILDING

CODE.

2. CONTRACTOR SHALL VERIFY IN THE FIELD ALL EXISTING CONDITIONS AT THE SITE PRIOR TO BEGINNING ANY WORK. IF EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF

THE WORK IN ACCORDANCE WITH THE DETAILS AS SHOWN, NOTIFY ENGINEER IMMEDIATELY.

3. DESIGN LOADS:

a. FLOOR LIVE LOADS:

1. ASSEMBLY AREA / LOBBY & CORRIDORS SERVING THEM ............................ 100 PSF

2. CLASS ROOMS & CORRIDORS SERVING THEM ............................................... 40 PSF

3. STAIRCASES .......................................................................................................... 100 PSF

b. ROOF LIVE LOADS:

1. GROUND SNOW LOAD ......................................................................................... 30 PSF

2. FLAT-ROOF SNOW LOAD ..................................................................................... 27.5 PSF

3. SNOW EXPOSURE FACTOR ................................................................................ 1.0

4. SNOW LOAD IMPORTANCE FACTOR .................................................................. 1.1

5. THERMAL FACTOR ............................................................................................... 1.0

6. SNOW DRIFT LOADING DETERMINED IN ACCORDANCE WITH ASCE 7-16.

c. SEISMIC DESIGN DATA:

1. OCCUPANCY CATEGORY ..................................................................................... III

2. SEISMIC IMPORTANCE FACTOR ......................................................................... 1.25

3. MAPPED SPECTRAL RESPONSE ACCELERATION ............................................ SS = 0.261 g

4. MAPPED SPECTRAL RESPONSE ACCELERATION ............................................ S1 = 0.059 g

5. SPECTRAL RESPONSE COEFFICIENT ................................................................ SDS = 0.174 g

6. SPECTRAL RESPONSE COEFFICIENT ................................................................ SD1 = 0.039 g

7. SITE CLASS ............................................................................................................. B (ESTIMATED)

8. SEISMIC DESIGN CATEGORY ............................................................................... B

9. REPONSE MODIFICATION ..................................................................................... 1.5

a. EXISTING STRUCTURE RESPONSE COEFFICIENT IS 1.5 BASED ON ORDINARY PLAIN

MASONRY SHEAR WALLS. DESIGN OF NEW ADDITION UTILIZED R = 1.5 FOR

CONSERVATIVE DESIGN. NEW MASONRY WALLS HAVE BEEN DESIGNED AND DETAILED

AS INTERMEDIATE MASONRY SHEAR WALLS

d. WIND LOAD:

1. ULTIMATE DESIGN WIND SPEED (3 SEC GUST) ................................................. 122 MPH

2. RISK CATEGORY ..................................................................................................... III

3. WIND EXPOSURE CATEGORY .............................................................................. B

4. INTERNAL PRESSURE ........................................................................................... ± 0.18

5. COMPONENT AND CLADDING NOT SPECFICALLY DESIGNED HEREIN SHALL BE DESIGNED

FOR THE FOLLOWING NET DESIGN WIND PRESSURES; BASED ON TRIBUTARY AREA.

e. RAIN LOAD DATA

1. 15 MINUTE INTENSITY ............................................................................................. 6.48 IN / HR

2. 60 MINUTE INTENSITY ............................................................................................. 2.83 IN / HR

GENERAL DESIGN

NOTE:

ALL NEW PENETRATIONS ARE TO BE CORE DRILLED, WHEREVER FEASIBLE, RE-USE EXISTING

PENETRATIONS IN THE STRUCTURE INCLUDING EXISTING BLOCKOUTS, SLEEVES, OR CORES. ANY OFFSETS FOR PIPING OR CONDUIT DUE TO THE RE-USE OF EXISTING PENETRATIONS WILL BE AT

NO COST TO THE U.S. GOVERNMENT. ALL EXISTING PENETRATIONS IN FLOORS OR ROOF NOT

BEING USED ARE TO BE FILLED.

NEW PENETRATIONS IN EXST SLAB NOT SHOWN IN THESE DRAWINGS TO HAVE A MAXIMUM SIZE

OF 8" x 8" AND TO HAVE A MINIMUM DISTANCE OF 8" FROM ADJACENT PENETRATIONS. IF UTILIZING EXISTING PENETRATIONS, GRIND AND/OR PATCH EXISTING EDGE AS REQUIRED TO INFILL GAPS AND MAINTAIN FIRE RATING OF FLOOR SYSTEM. CLEAN EDGES AND REMOVE EXISTING DEBRIS AS

REQUIRED.

ALL DIMENSIONS RELATIVE TO EXISTING BUILDING STRUCTURE ARE BASED ON AS-BUILT

DOCUMENTATION. PRIOR TO NEW CONSTRUCTION, AND STRUCTURAL STEEL FABRICATION,

CONTRACTOR MUST PROVIDE A PRE-CONSTRUCTION SURVEY OF THE EXISTING BULDING AND

EXISTING STRUCTURAL COMPONENTS. SURVEY TO VERIFY STRUCTURAL STEEL CONNECTION

POINTS, BUILDING GRID GEOMETRY, FLOOR ELEVATIONS, ETC.

EXISTING STRUCTURAL INFORMATION IS FROM THE DRAWING SETS LISTED BELOW:

1. ADDITION TO CADET HOSPITAL - DATED 1933

2. ADDITION TO CADET HOSPITAL & ANNEX, BY YORK & SAWYER ARCHITECTS-ENGINEERS

- DATED 1943

3. ALTERATIONS TO EXISTING HOSPITAL BUILDING NO. 606, FY-1959, BY O'CONNOR AND KILHAM

ARCHITECT-ENGINEER - DATED 1961

4. CONVERSION OF BUILDING NO. 606, BY LEO A. DALY COMPANY - DATED 1984

NOTES:

1. ZONE DEFINED IN BUILDING CODE USING A = 12 FT.

2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

3. PRESSURES ARE REPORTED AT ULTIMATE DESIGN WIND SPEED LEVEL. USE APPROPRIATE LOAD

COMBINATION ACCORDING TO ASCE 7-16.

ROOF PLAN

WALL ELEVATION

2A 2A

A

A

A

2 3

3 2 3

2 21

2A 2A

45 5

3" A

1. CAST-IN-PLACE CONCRETE CONSTRUCTION SHALL COMPLY WITH THE FOLLOWING

CODES AND STANDARDS.

a. ACI 117 "STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIALS"

b. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

c. ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING

CONCRETE"

d. ACI 305, ACI 306, ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE"

e. ACI 347 "GUIDE TO FORMWORK FOR CONCRETE"

f. ACI DETAILING MANUAL

g. CONCRETE REINFORCING STEEL INSTITUTE (CRSI), "MANUAL OF STANDARD

PRACTICE"

2. CONCRETE SHALL BE READY MIXED PER ASTM C94.

3. THE ADDITION OF WATER TO THE CONCRETE MIX AT THE JOB SITE IS NOT

PERMITTED UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER. IT MUST BE

DOCUMENTED PER C94 AND NOT EXCEED THE W/C RATIO.

4. PREPARE DESIGN MIXES FOR EACH TYPE, AND STRENGTH OF CONCRETE BY

EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS

SPECIFIED IN ACI 318-14.

5. PORTLAND CEMENT - ASTM C150, TYPE I / II.

6. AGGREGATES - ASTM C33.

7. AIR ENTRAINING ADMIXTURE - ASTM C260, CERTIFIED BY MANUFACTURER TO BE

COMPATIBLE WITH OTHER REQUIRED ADMIXTURES.

8. PROHIBITED ADMIXTURES - CALCIUM CHLORIDE THYOCYANATES OR ADMIXTURES

CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS ARE NOT PERMITTED.

9. MINIMUM CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS (NORMAL WEIGHT) :

a. CONTINUOUS FOOTINGS & INDIVIDUAL FOOTINGS ............ F'c = 4,500 PSI

b. FOUNDATION WALLS & PIERS ................................................ F'c = 4,500 PSI

c. SLAB-ON-GRADE ....................................................................... F'c = 4,000 PSI

d. SLAB ON COMPOSITE FLOOR DECK ..................................... F'c = 4,500 PSI

e. CONCRETE TOPPING / MISC. BEARING PADS...................... F'c = 5,000 PSI

f. LIGHTWEIGHT CONCRETE (110 PCF) .................................... F'c = 4,000 PSI

10. UNLESS OTHERWISE NOTED, REINFORCING SHALL HAVE THE FOLLOWING

CONCRETE COVER :

a. CONCRETE CAST AGAINST AND EXPOSED TO EARTH = 3"

b. CONCRETE EXPOSED TO EARTH OR WEATHER = 2"

c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

1. ELEVATED SLABS AND WALLS = 3/4"

2. PIERS = 1 1/2"

11. REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED.

12. SUPPORTS FOR REINFORCEMENT SHALL BE WIRE BAR TYPE SUPPORTS

COMPLYING WITH CRSI SPECIFICATION.

13. UNLESS OTHERWISE SHOWN, REINFORCING BAR SPLICES ARE TO BE CLASS 'B'

SPLICES.

14. PROTECT CONCRETE WORK FROM THE DETRIMENTAL EFFECTS OF COLD

TEMPERATURES IN COMPLIANCE WITH ACI 306, AND OF HOT WEATHER OR WINDY

CONDITIONS IN COMPLIANCE WITH ACI 305.

15. CONSTRUCTION JOINTS PERMITTED ONLY AS APPROVED BY THE STRUCTURAL

ENGINEER.

16. THE PRIME CONTRACTOR WILL EMPLOY A TESTING AGENCY TO PERFORM

SAMPLING AND TESTING SUBMIT TEST REPORTS.

17. EPS FORMWORK TO BE EITHER EXTRUDED OR EXPANDED TYPE IV OR IX

COMPLYING WITH ASTM C578.

CAST-IN-PLACE CONCRETE

1. FURNISH AND INSTALL STEEL DECK IN ACCORDANCE WITH STEEL DECK INSTITUTE

SPECIFICATIONS AND THE CONTRACT DOCUMENTS.

2. COMPOSITE FLOOR DECK:

BEAM SPACING IS BASED ON THREE-SPAN CONDITION ASSUMING THE FOLLOWING

PRODUCTS WITH MINIMUM PROPERTIES. SUBSTITUTIONS WILL BE ALLOWED,

FOLLOWING SPECIFICATION, PROVIDED THE PROPOSED SUBSTITUTION MEETS OR

EXCEEDS THESE PROPERTIES.

a. 2" x 20 ga., GALVANIZED STEEL

REQUIRED MINIMUM PROPERTIES:

1. Id+........................................................................0.409 in4 / ft

2. Id-........................................................................ 0.407 in4 / ft

3. Se+...................................................................... 0.326 in3 / ft

4. Se-....................................................................... 0.337 in3 / ft

5. DECK SHALL EXTEND OVER 3 SPANS MINIMUM.

3. COMPOSITE ROOF DECK:

a. 1 1/2" x 22 GA., GALVANIZED STEEL

REQUIRED MINIMUM PROPERTIES:

1. Id+....................................................................... 0.155 in4 / ft

2. Id-........................................................................ 0.178 in4 / ft

3. Se+...................................................................... 0.169 in3 / ft

4. Se-....................................................................... 0.179 in3 / ft

5. DECK SHALL EXTEND OVER 3 SPANS MINIMUM.

4. WELDING TO BE DONE IN ACCORDANCE WITH AWS D1.3, STRUCTURAL WELDING

CODE - SHEET STEEL, AND CONTRACT SPECIFICATIONS, UNLESS NOTED

OTHERWISE. IF THERE IS A DISCREPANCY THE MORE STRINGENT REQUIREMENTS

GOVERN.

5. NO LOADS SHALL BE HUNG FROM THE ROOF DECK.

6. PROVIDE ADDITIONAL SUPPORT FRAMING FOR ALL DECK OPENINGS THAT EXCEED

10 INCHES IN ANY DIRECTION. STRUCTURAL SUPPORT SHALL BE PROVIDED ON ALL

SIDES OF THE OPENING.

7. WELD DECK TO STRUCTURAL MEMBERS WITH 5/8" PUDDLE WELDS SPACED 36/4.

FASTEN SIDELAPS WITH (1) #10 SCREW PER SPAN.

STEEL DECK

1. SEE STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR LOCATION, SIZE AND

SPACING OF REINFORCED MASONRY.

2. CONCRETE MASONRY UNITS ARE TO BE ASTM C-90 TWO CELL NORMAL WEIGHT

(F'm = 2,000 psi.)

3. MORTAR TO BE ASTM C270, SEE SPECIFICATIONS FOR TYPE.

4. CONCRETE MASONRY GROUT IS TO BE COURSE GROUT ASTM C-476 (F'c = 2,000 psi.)

6. GROUT ALL REINFORCED BLOCK CORES SOLID WITH GROUT NOTED ABOVE.

5. CONCRETE MASONRY CONSTRUCTION IS TO BE OBSERVED AND TESTED BY AN

INDEPENDENT TESTING LABORATORY. SEE SPECIFICATIONS FOR REQUIREMENTS.

6. HORIZONTAL LADDER TYPE REINFORCEMENT IS REQUIRED AT 16"OC MAX. (U.N.O.)

MASONRY

1. NOT ALL STEEL OR CONCRETE WORK IS NOTED OR DETAILED ON THE DRAWINGS.

REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL WORK REQUIRED. BOTH

ARCHITECTURAL AND STRUCTURAL DRAWINGS ARE INTENDED TO WORK TOGETHER

AND DEFINE THE COMPLETE SCOPE OF WORK REQUIRED. IF DISCREPANCIES ARE

FOUND, NOTIFY THE ARCHITECT IMMEDIATELY.

2. STRUCTURAL ASSEMBLY SHOWN HEREIN WAS DESIGNED TO BE SELF SUPPORTING IN

ITS FINAL STATE ONLY. TEMPORARY BRACING TO SUPPORT LATERAL LOADS DURING

CONSTRUCTION IS THE CONTRACTOR’S RESPONSIBILITY. BRACING SHALL BE DESIGNED

BY A LICENSED STRUCTURAL ENGINEER.

3. LEGEND OF ABBREVIATIONS:

ADDL...................................................................................... ADDITIONAL ALT......................................................................................... ALTERNATE ANCH..................................................................................... ANCHOR APPROX................................................................................ APPROXIMATE ARCH. ................................................................................... ARCHITECT(URAL) BFE......................................................................................... BOTTOM OF FOOTING ELEVATION BM .......................................................................................... BEAM BOT........................................................................................ BOTTOM BS............................................................................................ BOTH SIDES CFMF ...................................................................................... COLD-FORMED METAL FRAMING CJ .......................................................................................... CONTROL JOINT CLR ........................................................................................ CLEAR COL. ....................................................................................... COLUMN CONC ..................................................................................... CONCRETE CONT ..................................................................................... CONTINUOUS DIA ......................................................................................... DIAMETER DTL ........................................................................................ DETAIL DWG or DWGs ..................................................................... DRAWING DWLs .................................................................................... DOWELS EA .......................................................................................... EACH EF .......................................................................................... EACH FACE EJ ........................................................................................... EXPANSION JOINT EL ........................................................................................... ELEVATION ELEV ...................................................................................... ELEVATOR EOC ........................................................................................ EDGE OF CONCRETE EOD ........................................................................................ EDGE OF DECK EOS ........................................................................................ EDGE OF SLAB EQ ..........................................................................................EQUAL EW .......................................................................................... EACH WAY EXP .........................................................................................EXPANSION EXST ...................................................................................... EXISTING EXT ......................................................................................... EXTERIOR FDN .........................................................................................FOUNDATION FF ........................................................................................... FINISH FLOOR FF EL ...................................................................................... FINISH FLOOR ELEVATION FIN .......................................................................................... FINISH FRMG ..................................................................................... FRAMING FTG ........................................................................................ FOOTING FTG ST.................................................................................... FOOTING STEP GA ...........................................................................................GAUGE GALV ...................................................................................... GALVANIZED HS ........................................................................................... HEADED STUD IF ............................................................................................. INSIDE FACE INS ......................................................................................... INSULATION INT........................................................................................... INTERIOR INV .......................................................................................... INVERT JT ............................................................................................ JOINT L .............................................................................................. LONG Ld ............................................................................................ DEVELOPMENT LENGTH LG ........................................................................................... LONG LL ............................................................................................ LIVE LOAD LLH ......................................................................................... LONG LEG HORIZONTAL LLV ......................................................................................... LONG LEG VERTICAL MAX ....................................................................................... MAXIMUM MET ........................................................................................ METAL MIN ........................................................................................ MINIMUM MISC ...................................................................................... MISCELLANEOUS MO ......................................................................................... MASONRY OPENING NA ........................................................................................... NOT APPLICABLE NF ........................................................................................... NEAR FACE NTS .........................................................................................NOT TO SCALE OC .......................................................................................... ON CENTER OF ........................................................................................... OUTSIDE FACE OPH ........................................................................................ OPPOSITE HAND OPNG ..................................................................................... OPENING PSF ......................................................................................... POUNDS PER SQUARE FOOT PSI .......................................................................................... POUNDS PER SQUARE INCH R ............................................................................................. RISER RAD ........................................................................................ RADIUS RD .......................................................................................... ROOF DRAIN REINF .................................................................................... REINFORCE(D)(ING)(MENT) REQD .................................................................................... REQUIRED SCHED ................................................................................... SCHEDULE SECT ...................................................................................... SECTION SF ........................................................................................... SQUARE FOOT (FEET) SHT ........................................................................................ SHEET(ING) SIM ......................................................................................... SIMILAR SOG ....................................................................................... SLAB-ON-GRADE SP .......................................................................................... SPACE(ING) SPEC ...................................................................................... SPECIFICATION SST ......................................................................................... STAINLESS STEEL STD .........................................................................................STANDARD STIF ........................................................................................ STIFFENER STL ..........................................................................................STEEL STRUCT ................................................................................. STRUCTURE or STRUCTURAL SYM ....................................................................................... SYMBOL TOC ....................................................................................... TOP OF CONCRETE TOS ....................................................................................... TOP OF STEEL T&B ......................................................................................... TOP AND BOTTOM TEMP ...................................................................................... TEMPORARY TFE ......................................................................................... TOP OF FOOTING ELEVATION THK..........................................................................................THICK(NESS) TPE ......................................................................................... TOP OF PIER TYP ......................................................................................... TYPICAL TWE ........................................................................................TOP OF WALL ELEVATION UNO ....................................................................................... UNLESS NOTED OTHERWISE VB............................................................................................ VAPOR BARRIER VERT ...................................................................................... VERTICAL VEJ ......................................................................................... VERTICAL EXPANSION JOINT VIF .......................................................................................... VERIFY IN FIELD VSC ........................................................................................ VERTICAL SLIDE CLIP W ............................................................................................ WIDE WD ..........................................................................................WOOD WDW ...................................................................................... WINDOW WF .......................................................................................... WIDE FLANGE WP ......................................................................................... WORK POINT WWF ...................................................................................... WELDED WIRE FABRIC W/ ............................................................................................WITH W/O .........................................................................................WITHOUT WP .......................................................................................... WATERPROOF(ING)

MISCELLANEOUS

1. FURNISH AND INSTALL STEEL JOISTS AS INDICATED ON PLANS IN

ACCORDANCE WITH THE LATEST STEEL JOIST INSTITUTE SPECIFICATIONS,

OSHA AND THE CONTRACT DOCUMENTS.

2. DESIGN JOISTS FOR NET UPLIFT DERIVED PER A7/S-001 - NOTE 3.d MINUS 0.6 x (18 psf DL)

3. BRIDGING NOT SHOWN. LAYOUT PER SJI SPECIFICATIONS (LOCATION & TYPE).

ADJUST FOR UPLIFT AS REQUIRED.

STEEL JOIST

1. STRUCTURAL STEEL WORK INCLUDES ALL STRUCTURAL STEEL TO BE

FURNISHED AND ERECTED INCLUDING BEAMS, ANGLES, AND BEARING PLATES

AS INDICATED ON THE DRAWINGS.

2. COMPLY WITH THE FOLLOWING CODES AND STANDARDS:

a. AISC STEEL CONSTRUCTION MANUAL, ASD, 15TH EDITION.

b. AMERICAN WELDING SOCIETY (AWS) Dl.1 "STRUCTURAL WELDING CODE

STEEL".

3. SHOP DRAWINGS:

SUBMIT SHOP DRAWINGS INCLUDING COMPLETE DETAILS AND SCHEDULES

FOR FABRICATION AND ASSEMBLY OF STRUCTURAL STEEL MEMBERS,

PROCEDURES AND DIAGRAMS.

4. MATERIALS:

a. STRUCTURAL STEEL W SHAPES & CHANNELS.......... ASTM A992, GRADE 50

b. HOLLOW STRUCTURAL SECTIONS.............................. ASTM A 500, GRADE B

c. SCHEDULE 40 STEEL PIPE............................................ ASTM A53

d. ANGLES AND PLATES..................................................... ASTM A36

e. ANCHOR RODS................................................................ ASTM F1554, GRADE 36

f. CONNECTION BOLTS

BOLTS...........................................................................ASTM A325 N (U.N.O.)

LATERAL BRACE BOLTS............................................ SLIP CRITICAL

g. THREADED RODS............................................................ ASTM A36

h. POST-INSTALLED ANCHORS..........................................AS SHOWN

i. WELDING ELECTRODES................................................. E-70XX SERIES

j. SHRINKAGE COMPENSATING GROUT..........................ASTM C1107

k. ALL EXTERIOR STRUCTURAL STEEL TO BE HOT-DIPPED GALVANIZED.

5. FOR STRUCTURAL STEEL, ALL FILLET WELD SIZES TO BE 3/16" UNLESS NOTED

OTHERWISE. WELDED JOINTS SHALL BE CONSIDERED CONTINUOUS ALONG

THE FULL LENGTH OF THE DEFINED STEEL JOINT, UNLESS NOTED OTHERWISE.

6. STEEL CONTRACTOR SHALL TEST EXISTING STEEL BEAMS TO CONFIRM

WELDING SUITABILITY AND SUFFICIENT ELECTRODE. STEEL BEAMS ON

DIFFERENT FLOORS AND IN SEPARATE WINGS OF THE BUILDING MUST EACH

BE TESTED INDEPENDENTLY. NOTIFY COR.

7. CONTRACTOR TO INCLUDE N.S. GROUT AT ALL NEW STEEL SURFACES TO

EXISTING CONCRETE, WHERE GAPS ARE PRESENT.

STRUCTURAL STEEL

1. THE FOUNDATION REQUIREMENTS FOR THIS PROJECT ARE BASED ON "REPORT OF

SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION FOR

THE PROPOSED BUILDING 606 RENOVATIONS AT USMA WEST POINT, HIGHLANDS,

NY" BY JOHN P. STOPEN ENGINEERING, LLP, DATED MARCH 28TH, 2022.

2. FOUNDATIONS ARE PROPORTIONED FOR THE FOLLOWING NET ALLOWABLE

BEARING CAPACITIES:

a. COLUMN FOOTINGS: 8,000 PSF.

b. WALL FOOTINGS BEARING ON WEATHERD ROCK: 4,000 PSF.

3. FOOTINGS REQUIRING PROTECTION FROM FROST HEAVE MUST BEAR AT LEAST

4'-6" BELOW FINSHED GRADE. (HEATED STRUCTURES)

FOUNDATIONS

1. COLD-FORMED STRUCTURAL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH

THE STANDARD AMERICAN IRON AND STEEL INSTITUTE (AISI).

2. MATERIALS AND FINISH:

a. FOR 16 GAUGE AND HEAVIER UNITS, FABRICATE METAL FRAMING COMPONENTS

OF STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF 50 KSI

ASTM A446, A570 OR A611.

b. FOR 18 GAUGE AND LIGHTER UNITS, FABRICATE METAL FRAMING COMPONENTS

OF STRUCTURAL QUALITY STEEL MINIMUM YIELD POINT OF 33 KSI ASTM A446,

A570, OR A611.

c. PROVIDE GALVANIZED FINISH TO ALL METAL FRAMING COMPONENTS

COMPLYING WITH ASTM A525 FOR MINIMUM G 60 COATING. USE GALVANIZING

REPAIR TOUCH-UP PAINT IN FIELD. INSTALL UN-CUT ENDS OF STUDS IN BOTTOM

TRACK.

d. MINIMUM FLANGE DEPTH OF 1-5/8" IN C-SHAPED TRACK AND RUNNER TO MATCH

GAUGE OF STUD.

3. BRIDGING FOR ALL WALLS SUPPORTING AXIAL LOADS TO BE 1-1/2" COLD ROLLED

CHANNEL WITH BRIDGING CLIPS. FABRICATION LAYOUT MAY LIMIT THE CAPABILITY

OF BRIDGING TO PROVIDE ADEQUATE BRACING OF THE WEAK AXIS OF STUDS. IT IS

THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN STUD STABILITY DURING

CONSTRUCTION.

4. WELDING TO BE PERFORMED BY AWS CERTIFIED WELDER. USE 0.035 FLUX-CORE

WIRE USING A MIG WELDER OR APPROVED SUBSTITUTE.

5. SQUARELY SEAT STUDS WITHIN 1/16" AGAINST WEB PORTION OF TOP AND

BOTTOM TRACKS.

6. FOR COLD-FORMED METAL FRAMING, ALL FILLET WELD TO BE SIZED AT

THICKNESS OF THINNEST MATERIAL, UNLESS NOTED OTHERWISE. WELDED JOINTS

SHALL BE CONSIDERED CONTINUOUS ALONG THE FULL LENGTH OF THE DEFINED

STEEL JOINT, UNLESS NOTED OTHERWISE.

COLD-FORMED METAL FRAMING

BAR SIZE

DEVELOPMENT LENGTH FOR BARS IN CONCRETE WALLS & SLABS

COVER or SPACING > Db COVER or SPACING < Db

TOP OTHER TOP OTHER

#3

#4

#5

#6

#7

#8

#9

#10

BAR SIZE

DEVELOPMENT LENGTH FOR BARS IN CONCRETE WALLS & SLABS (CLASS B)

COVER or SPACING > Db COVER or SPACING < Db

TOP OTHER TOP OTHER

#3

#4

#5

#6

#7

#8

#9

#10

NOTES:

1. 'TOP' - DEFINED AS HORIZONTAL REINFORCING BAR WHICH HAS MORE THAN 12" OF FRESH

CONCRETE CAST BELOW BAR.

2. USE UNLESS NOTED OTHERWISE.

3. LENGTH TO BE INCREASED BY 33% FOR LIGHTWEIGHT CONCRETE.

19 in. 15 in. 28 in. 22 in.

25 in. 19 in. 37 in. 29 in.

31 in. 24 in. 47 in. 36 in.

37 in. 29 in. 56 in. 43 in.

54 in. 42 in. 81 in. 63 in.

62 in. 48 in. 93 in. 72 in.

70 in. 54 in. 105 in. 81 in.

78 in. 60 in. 116 in. 89 in.

25 in. 19 in. 37 in. 28 in.

33 in. 25 in. 49 in. 37 in.

41 in. 31 in. 61 in. 47 in.

49 in. 37 in. 73 in. 56 in.

71 in. 54 in. 106 in. 81 in.

81 in. 62 in. 121 in. 93 in.

91 in. 70 in. 136 in. 105 in.

101 in. 78 in. 151 in. 116 in.

US Army Corps of Engineers ®

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S-001

BLDG 606

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ADDENDUM #6

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NO SCALE SCALE:

A7

GENERAL DESIGN NOTES

NO SCALE SCALE:

C9

CAST-IN-PLACE CONCRETE NOTES

NO SCALE SCALE:

E5

STEEL DECK NOTES

NO SCALE SCALE:

A9

MASONRY NOTES

NO SCALE SCALE:

A1

MISCELLANEOUS NOTES

NO SCALE SCALE:

A5

STEEL JOIST NOTES

NO SCALE SCALE:

B5

STRUCTURAL STEEL NOTES

NO SCALE SCALE:

A3

FOUNDATION NOTES

BUILDING COMPONENT & CLADDING PRESSURE (psf)

Effective Wind Area

WALL ROOF

Zone 5 Zone 4 Zone 3 Zone 2 Zone 1

10 SF -57.00 31.00 -31.00 31.00 -98.00 16.00 -72.00 16.00 -46.00 16.00

20 SF -57.00 31.00 -31.00 31.00 -95.00 16.00 -69.00 16.00 -43.00 16.00

50 SF -51.00 30.00 -30.00 30.00 -88.00 16.00 -63.00 16.00 -40.00 16.00

100 SF -46.00 25.00 -28.00 25.00 -83.00 16.00 -60.00 16.00 -37.00 16.00

NO SCALE SCALE:

B3

COLD-FORMED METAL NOTES

NO SCALE SCALE:

D3

REBAR LENGTH SCHEDULE

A

D D

E N

D U

M

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