date proposed two-storey building w/ cellar (vanilla …€¦ · second floor plan, schedules,...
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PROPOSED TWO-STOREY BUILDING w/ CELLAR (VANILLA SHELL)
17-19 NORTH OCEAN AVENUE - PATCHOGUE, NEW YORK 11772
GENERAL NOTES:
DRAWING INDEX
SECOND FLOOR PLAN, SCHEDULES, DETAILS
CELLAR FLOOR PLAN, SCHEDULES, DETAILS
TITLE SHEET, DRAWING INDEX, GENERAL NOTEST-1
A-1
A-3
1
SHEET DRAWING TITLE
SUFFOLK COUNTY
CELLAR & FIRST FLOOR FOR FUTURE RESTAURANT USE
FIRST FLOOR PLAN, SCHEDULES, DETAILSA-2
EXTERIOR ELEVATIONS
A-4
FOUNDATION PLANS-1
SECOND FLOOR FRAMING PLAN
S-2
ROOF PLAN, DETAILS
A-5
ROOF FRAMING PLAN
S-3
SECTIONS & DETAILS
S-4
2
3
4
5
6
7
8
9
10
11
12
13
14
15
SECTIONS & DETAILS
S-5
SECTION & DETAILS
S-6
GENERAL STRUCTURAL NOTESS-0A
S-7
FIRST FLOOR FRAMING PLAN
SECTION & DETAILSS-8
KEY MAP
N.T.S.
SECOND FLOOR FOR FUTURE OFFICE SPACE USE
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A-1
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CELLAR FLOOR PLAN
1/4"=1'-0"
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A-2
FIR
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FIRST FLOOR PLAN
1/4"=1'-0"
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SECOND FLOOR PLAN
1/4"=1'-0"
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A-4
RO
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ROOF PLAN
1/4"=1'-0"
TENANT 'XYZ'
SIGNAGE
TENANT 'XYZ'
SIGNAGE
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A-5
EX
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6
NORTH ELEVATION
1/4"=1'-0"
WEST ELEVATION
1/4"=1'-0"
EAST ELEVATION
1/4"=1'-0"
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S-0
GE
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7
WOOD FRAMING NOTES
BEAMS, OR OTHER MEMBERS BELOW.
PER MANUFACTURER'S SPECIFICATIONS.
ALL AROUND BEAM POCKETS. MULTIPLEMEMBER BEAMS TO BE FASTENED TOGETHER AS
CONCRETE. IN BASEMENT GIRDER LOCATIONS PROVIDE BITUMINOUS MASTIC PROTECTION
NO SPLICING PERMITTED. LAMINATED LUMBER IS NOT TO COME INTO CONTACT WITH
LAMINATED LUMBER TO BE FULL SPAN MEMBERS TO LOCATIONS INDICATED ON PLANS,
LAMINATED LUMBER TO BE TRUS JOIST MICROLLAM LVL 1.9E SERIES (OR EQUAL).
STRUCTURAL POSTS WHERE LOADS ARE TO BE TRANSFERRED TO HEADERS,
SOLID BLOCKING IS TO BE INSTALLED IN FLOOR SYSTEMS BENEATH ALL
MEMBERS ARE TO BE INSTALLED WITH JOIST HANGERS.
ALL FLOOR OR CEILING JOISTS WHICH ATTACH TO FLUSH HEADERS, BEAMS, OR OTHER
OVER ALL WINDOW, DOOR, ARCHWAY ETC. OPENINGS AS PER THE HEADER SCHEDULE
WHERE HEADERS ARE NOT SPECIFICALLY CALLED OUT ON PLANS, PROVIDE HEADERS
FLOOR, CEILING, ROOF JOISTS, HEADERS & WALL STUDS TO BE DOUG. FIR #2 WITH A MIN.
ALL LUMBER & PLYWOOD MUST BE GRADE STAMPED.
5.
6.
3.
4.
fb=825 p.s.i.
1.
2.
GENERAL STRUCTURAL NOTES
1. ALL NOTES ON THE DRAWING SHALL BE ASSUMED TYPICAL UNLESS OTHERWISE SHOWN OR NOTED.
2. DESIGN LOADING CRITERIA:
ROOF 23.1 P.S.F.
GROUND SNOWLOAD 30 P.S.F.
BASIC WIND SPEED 130 M.P.H. 3 SECOND GUST, EXPOSURE C
WIND LOAD 36 P.S.F.
MECHANICAL LOAD 5 P.S.F.
LIVE LOAD 100 P.S.F.
EARTHQUAKE DESIGN DATA:
SEISMIC USE GROUP II
SPECIAL RESPONSE COEFFICIENTS SDS= 0.243
SD1= 0.104
SITE CLASS D
SEISMIC FORCE-RESISTING SYSTEM BEARING WALL/MOMENT FRAME
DESIGN BASE SHEAR V= CsW
ANALYSIS PROCEDURE SIMPLIFIED
3. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO FABRICATION AND CONSTRUCTION.
FOUNDATION
1. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL SOIL WITH AN ALLOWABLE BEARING CAPACITY OF 2000 LBS PSF.
THE FOOTINGS SHALL BE LOWERED OR FOUNDED ON COMPACTED FILL OR AS OTHERWISE DIRECTED BY THE
GEOTECHNICAL ENGINEER.
2. CONTRACTOR IS RESPONSIBLE TO MAINTAIN DRY SOIL FOR BEARING OF FOOTINGS. FOOTINGS SHALL NOT
POURED IN WATER, ON MUD, OR ON FROST.
3. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3’-0” BELOW FINISH GRADE.
4. PROVIDE CRACK CONTROL MEASURES AS NECESSARY. AVOID AND REINFORCE ALL REENTRANT (or square)
CORNERS.
COMPACTED FILL AND BACKFILLING
1. THE FILL MATERIAL SHALL BE CLEAN, COARSE-GRAINED, WELL GRADED, SAND WITH LITTLE OR NO FINES, IN
ACCORDANCE WITH ASTM D2487, CLASSIFICATION SW. ON SITE MATERIAL MAY BE USED WITH THE
CONCURRENCE OF THE GEOTECHNICAL ENGINEER.
2. THE FILL MATERIAL SHALL BE PLACED IN LAYERS, WHICH, BEFORE COMPACTION, SHALL NOT EXCEED 8". EACH LAYER
SHALL BE SPREAD UNIFORMLY AND EVENLY AND SHALL BE THOROUGHLY MIXED DURING THE SPREAD TO ENSURE
UNIFORMITY OF MATERIAL IN EACH LAYER.
3. EACH LAYER OF THE FILL SHALL BE UNIFORMLY COMPACTED TO NOT LESS THAN 95% OF THE MAXIMUM DRY DENSITY
AS DETERMINED BY ASTM D1557. THE GEOTECHNICAL ENGINEER SHALL OBSERVE AND TEST COMPACTED FILL.
4. BACKFILLING AGAINST GRADE WALLS SHALL NOT BEGIN UNTIL THE WALL STRUCTURES AND GROUND FLOOR SLAB
HAVE ATTAINED THEIR MINIMUM DESIGN STRENGTH.
5. WHERE BACKFILL OCCURS ON BOTH SIDES OF WALL, BACKFILL BOTH SIDES SIMULTANEOUSLY.
POURED-IN-PLACE CONCRETE
1. ALL REINFORCED CONCRETE SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH CURRENT
EDITIONS OF THE "SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301) AND TO THE
"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318).
2. ALL CONCRETE UNLESS NOTED OTHERWISE, SHALL BE STONE AGGREGATE CONCRETE HAVING A MINIMUM
COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS U.N.O. ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL
HAVE AN AIR ENTRAINMENT OF 4% TO 6%. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL BE PERMITTED.
MAXIMUM AGGREGATE SIZE FOR CONCRETE SHALL BE 1", AND MAXIMUM SLUMP SHALL BE 4", UNLESS OTHERWISE NOTED.
3. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM
A-185.
4. ALL CONTINUOUS REINFORCING SHALL BE LAPPED AT ALL SPLICES, CORNERS, AND INTERSECTIONS A
MINIMUM OF 38 BAR DIAMETERS, OR AS SHOWN ON DRAWINGS.
5. PROVIDE SPACERS, CHAIRS, TIES AS REQUIRED AND NECESSARY FOR ASSEMBLING, PLACING, AND
SUPPORTING ALL REINFORCEMENT IN PROPER POSITION.
6. ALL CONTROLLED CONCRETE WORK SHALL BE INSPECTED BY A TESTING LABORATORY ENGAGED BY THE OWNER AND
APPROVED BY THE STRUCTURAL ENGINEER. SEE SPECIFICATIONS.
7. HOT WEATHER CONCRETING SHALL CONFORM TO THE RECOMMENDATIONS IN ACI 305R-77.
8. COLD WEATHER CONCRETING SHALL CONFORM TO THE RECOMMENDATIONS IN ACI 306R-88.
MASONRY
1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO THE CURRENT PROVISIONS OF THE BUILDING CODE
REGULATIONS FOR MASONRY STRUCTURES - ACI 530 (ASCE 5), AND SPECIFICATIONS FOR MASONRY
STRUCTURES - ACI 530.1 (ASCE 6).
2. ASSUMED COMPRESSIVE STRENGTH OF MASONRY, f'm = 1350 PSI @ 28 DAYS.
3. ALL MASONRY WALLS SHALL HAVE GALVANIZED TRUSS TYPE DUR-O-WAL AT 16" VERTICAL INTERVALS WITH
CORNER AND "T" PIECES UNLESS NOTED. ALL SPLICES SHALL LAP 6" MIN. PROVIDE AN ADDITIONAL ROW OF DUR-O-WAL
ABOVE AND BELOW ALL OPENINGS AND EXTEND 2'-0" BEYOND JAMBS. STOP DUR-O-WAL EACH SIDE OF ALL CONTROL
AND EXPANSION JOINTS.
4. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C 90, GRADE N-1, NORMAL WEIGHT.
5. MORTAR FOR ALL WORK SHALL BE TYPE S.
6. GROUT FOR FILLING SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'm) OF 2000 PSI, AND SHALL CONFORM TO
ASTM C476. PLACE GROUT FILL IN 4'-0" MAXIMUM LIFTS VERTICALLY.
7. ALL REINFORCING BARS FOR REINFORCED MASONRY CONSTRUCTION SHALL CONFORM TO ASTM A-615 GRADE 60. LAP
LENGTH SHALL BE MINIMUM 40 BAR DIAMETERS.
8. PROVIDE 100% SOLID MASONRY BELOW ALL LINTEL BEARINGS 12" BEYOND THE OPENING FOR THE FULL WALL WIDTH AT
ALL LINTELS FROM THE LINTEL BEARING TO THE FLOOR BELOW.
9. PROVIDE ONE 8" COURSE OF SOLID MASONRY AT JOIST AND BEAM BEARING LINES, UNLESS NOTED OTHERWISE.
10. BRACE AND SHORE ALL MASONRY WALLS AS REQUIRED THROUGHOUT THE COMPACTION AND CONSTRUCTION
PROCESS UNTIL THE GROUND FLOOR SLAB AND SUPPORTING FLOORS OR ROOF HAVE BEEN COMPLETELY INSTALLED.
PRECAST MASONRY LINTELS
1. ALL LINTELS IN MASONRY WALLS SHALL BE AS NOTED BELOW:
MASONRY OPENING < 4'-0" LINTEL SIZE
MIN. END BEARING = 8"
FOR EACH 4" WALL THICKNESS - USE 3.625" X 7.625" w/ (1) #8 TOP & (1) #8 BOTTOM.
2. CONCRETE STRENGTH: 3000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS.
3. PROVIDE 100% SOLID MASONRY BELOW ALL LINTEL BEARINGS 8" BEYOND THE OPENING FOR THE FULL WALL WIDTH AT
ALL LINTELS FROM THE LINTEL BEARING TO THE FLOOR BELOW.
4. ALL LINTELS TO BE SET TRUE AND LEVEL
B. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS SUPERSEDE SCALED DIMENSIONS.
A. IF IN THE COURSE OF CONSTRUCTION, A CONDITION EXISTS WHICH DISAGREES WITH THAT AS
INDICATED ON THESE PLANS, THE CONTRACTOR SHALL STOP WORK AND NOTIFY THE ARCHITECT
WORK, HE SHALL ASSUME ALL RESPONSIBILITY AND LIABILITY ARISING THEREFROM.
OR ENGINEER. SHOULD THE CONTRACTOR FAIL TO FOLLOW THIS PROCEDURE AND CONTINUE THE
INSPECTION NOTES
INSPECTION:
1. WHERE APPLICATION IS MADE FOR CONSTRUCTION, THE OWNER OR THE REGISTERED DESIGN
PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOY ONE OR
MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF
WORK LISTED AND REQUIRED UNDER NYS BUILDING CODE CHAPTER 17. THE SPECIAL INSPECTOR
SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF
THE CODE ENFORCEMENT OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION
OR OPERATION REQUIRING SPECIAL INSPECTION. THE QUALIFICATIONS OUTLINED IN TABLE 1704.1
IDENTIFY THE MINIMUM QUALIFICATIONS OF THE SPECIAL INSPECTOR. THE SPECIAL INSPECTOR
SHALL PROVIDE WRITTEN DOCUMENTATION TO THE CODE ENFORCEMENT OFFICIAL DEMONSTRATING
THEIR COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING. EXPERIENCE OR TRAINING SHALL BE
CONSIDERED RELEVANT WHEN THE DOCUMENTED EXPERIENCE OR TRAINING IS RELATED IN
COMPLEXITY TO THE SAME TYPE OF SPECIAL INSPECTION ACTIVITIES FOR PROJECTS OF SIMILAR
COMPLEXITY AND MATERIALS QUALITIES.
2. THE SPECIAL INSPECTION COORDINATOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL
FURNISH INSPECTION REPORTS TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE
CHARGE. DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE REGISTERED DESIGN
PROFESSIONAL IN RESPONSIBLE CHARGE. THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE
THE CONTRACTOR OF HIS OR HER RESPONSIBILITIES.
3. THE INSPECTORS AND TESTING AGENCIES SHALL BE ENGAGED BY THE OWNER OR THE OWNER'S
AGENT, AND NOT BY THE CONTRACTOR OR SUBCONTRACTOR WHOSE WORK IS TO BE INSPECTED OR
TESTED. ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE BUILDING OFFICIAL, PRIOR TO
COMMENCING WORK.
4. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL
INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS
SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY.
REINFORCEMENT
1. REINFORCEMENT WORK OF DETAILING, FABRICATION & ERECTION SHALL CONFORM TO "BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-05). "ACI DETAILING MANUAL - 1994"
(SP-66), "CRSI MANUAL OF STANDARD PRACTICE" (MSP 1-97), & "STRUCTURAL WELDING CODE -
REINFORCING STEEL" (AWS D1.4-92).
2. STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL CONFORM TO THE FOLLOWING:
(A) BARS, TIES & STIRRUPS ASTM A615 GRADE 60 (FY=60 KSI)
(B) WELDED WIRE FABRIC (WWF) ASTM A185
3. PROVIDE & SCHEDULE ON SHOP DRAWINGS THE NECESSARY ACCESSORIES TO HOLD
REINFOCEMENT SECURELY IN POSITION. MINIMUM REQUIREMENTS SHALL BE: HIGH CHAIRS, 4'-0" O.C.
w/ CONTINUOUS #5 SUPPORT BAR; SLAB BOLSTERS, CONTINUOUS & 3'-6" O.C.; BEAM BOLSTERS, 5'-0"
O.C.
4. MINIMUM CONCRETE PROTECTIVE COVERING FOR REINFORCEMTN, UNLESS NOTED OTHERWISE,
SHALL BE AS FOLLOWS:
(A) UNFORMED SURFACES CAST AGAINST & PERMANENTLY IN CONTACT w/ EARTH: 3.0"
(B) FORMED SURFACES IN CONTACT w/ EARTH OR EXPOSED TO WEATHER:
#6 THROUGH #18 BARS 2.0"
#5 BARS, 5/8" WIRE & SMALLER 1.5"
(C) SURFACES NOT IN CONTACT w/ EARTH OR EXPOSED TO WEATHER - WALLS, SLABS,
JOISTS
#14 & #18 BARS 1.5"
#11 BARS & SMALLER 1.0"
BEAMS, GIRDERS & COLUMNS - PRINCIPAL REINFORCEMENT, TIES, STIRRUPS OR
SPIRALS 1.5"
5. WHERE CONTINUOUS REINFORCEMENT IS CALLED FOR, IS SHALL BE EXTENDED CONTINUOUSLY
AROUND CORNERS & LAPPED AT NECESSARY SPLICES OR HOOKED @ DISCONTINUOUS ENDS. LAPS
SHALL BE CLASS B TENSION LAP SPLICES, UNLESS NOTED OTHERWISE
6. WHERE REINFORCEMENT IS NOT SHOWN ON DRAWINGS, PROVIDE REINFORCEMENT IN
ACCORDANCE w/ APPLICABLE DETAILS AS DETERMINED BY THE ARCHITECT / ENGINEER. IN NO CASE
SHALL REINFORCEMENT BE LESS THAN THE MINIMUM REINFORCEMENT PERMITTED BY THE
APPLICABLE CODES
7. WHERE REINFORCEMENT IS REQUIRED IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL
WHEREVER THE SECTION APPLIES
8. REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS
9. DOWELS SHALL MATCH BAR SIZE & NUMBER, UNLESS NOTED OTHERWISE
10. WELDED WIRE FABRIC SHALL LAP 8" OR 1
1
2
" SPACES, WHICHEVER IS LARGER & SHALL BE WIRED
TOGETHER
11. REINFORCEMENT SHALL NOT BE TACK-WELDED
12. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24hrs PRIOR TO THE
SCHEDULED CONCRETE PLACEMENT. NOTIFY ARCHITECT / ENGINEER OF COMPLETION AT LEAST
24hrs PRIOR TO THE SCHEDULED COMPLETION OF THE INSTALLATION OF REINFORCEMENT
STRUCTURAL STEEL
1. STRUCTURAL STEEL WORK SHALL CONFORM TO "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," (AISC 2005;
"CODE OF STANDARD PRACTICES FOR STEEL BUILDINGS & BRIDGES," (AISC 2005); "SEISMIC PROVISIONS FOR
STRUCTURAL STEEL BUILDINGS" (AISC MARCH 7, 2000); & "STRUCTURAL WELDING CODE 0 STEEL" (AWS D1.1-96).
2. STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE w/ "DETAILING FOR STEEL CONSTRUCTION (AISC)" ^ WHERE
REQUIRED, DESIGNED IN ACCORDANCE w/ CITED REFERENCES
3. STRUCTURAL STEEL DETAILS, NOT SPECIFICALLY SHOWN, SHALL BE TAKEN AS BEING SIMILAR TO THOSE SHOWN FOR
THE MOST NEARLY SIMILAR CONDITION AS DETERMINED BY THE ARCHITECT / ENGINEER
4. STRUCTURAL STEEL SHALL BE NEW STEEL CONFORMING TO THE FOLLOWING:
(A) UNLESS NOTED OTHERWISE ASTM A992 GRADE 50
(Fy= 50 KSI)
(B) ANGLES, CHANNELS, PLATES, Ts, ETC. ASTM A36 (Fy=36 KSI)
(C) TUBES ASTM A500 GRADE B
(Fy= 46 KSI)
(D) PIPES ASTM A501 TYPE E or S
or ASTM A53 GRADE 5
(E) ANCHOR BOLTS ASTM A307
(F) HIGH STRENGTH BOLTS ASTM A325
5. ANCHOR BOLTS, LEVELING PLATES OR BEARING PLATES SHALL BE LOCATED & BUILT INTO CONNECTING WORK,
PRESET BY TEMPLATES OR SIMILAR METHODS. PLATES SHALL BE SET IN FULL BEDS OF NON-SHRINK GROUT
6. BOLTED CONNECTIONS SHOULD BE AS FOLLOWS:
(A) MINIMUM BOLT DIAMETER -
3
4
", TWO BOLTS MINIMUM
(B) STANDARD, OVERSIZED OR HORIZONTAL SHORTS SLOTTED HOLES IN WEBS OF BEAMS
(C) SHEAR CONNECTIONS FOR MOMENT CONNECTED MEMBERS - FRICTION TYPE HIGH STRENGTH BOLTS IN SINGLE
SHEAR
(D) SHEAR CONNECTIONS FOR OTHER MEMBERS 0 SIMPLE SHEAR CONNECTIONS w/ EITHER FRICTION TYPE HIGH
STRENGTH BOLTS IN SINGLE SHEAR OR BEARING TYPE HIGH STRENGTH BOLTS (THREADS INCLUDED IN SHEAR PLANE)
IN SINGLE OR DOUBLE SHEAR
(E) SIMPLE SHEAR CONNECTIONS SHALL BE CAPABLE OF END ROTATION PER AISC REQUIREMENTS FOR
"UNRESTRAINED MEMBERS"
7. WELDED CONNECTIONS SHALL BE MADE BY APPROVED CERTIFIED WELDERS USING FILLER METAL CONFORMING TO
E70XX OR F7X-EXXX w. LOW HYDROGEN
8. WELDS SHALL DEVELOP THE FULL STRENGTH OF THE MATERIALS BEING WELDED, UNLESS NOTED OTHERWISE,
EXCEPT THAT FILLET WELDS SHALL BE A MINIMUM OF
1
4
"
9. BEAM CONNECTIONS, UNLESS NOTED OTHERWISE, SHALL PROVIDE CONNECTION CAPACITY AS FOLLOWS, OR AS
SHOWN ON THE PLANS, WHICHEVER IS LARGER:
(A) BEAMS: SUPPORT A REACTION "R" EQUAL TO
1
2
THE TOTAL UNIFORM LOAD CAPACITY OF BEAMS FOR A GIVEN
SHAPE, SPAN & GRADE OF STEEL PER "MAXIMUM UNIFORM LOADS ON BEAMS" PART 3, AISC MANUAL OF STEEL
CONSTRUCTION, 13th EDITION
10. ENDS OF COLUMNS AT SPLICES & AT OTHER BEARING CONNECTIONS SHALL BE "FINISHED TO BEAR" TO COMPLETE
THE TRUE BEARING
11. PROVIDE STIFFENERS "FINISHED TO BEAR" UNDER ALL LOAD CONCENTRATIONS ON SUPPORTING MEMBERS, OVER
COLUMNS, & WHERE SHOWN ON DRAWINGS
12. PROVIDE TEMPORARY ERECTION BRACING & SUPPORTS TO HOLD STRUCTURAL STEEL FRAMING SECURELY IN
POSITION. SUCH TEMPORARY BRACING & SUPPORTS SHALL NOT BE REMOVED UNTIL PERMANENT BRACING HAS BEEN
INSTALLED
13. STRUCTURAL STEEL FRAMING SHALL BE TRUE & PLUB BEFORE CONNECTIONS ARE FINALLY BOLTED OR WELDED
14. FIELD CUTTING OF STRUCTURAL STEEL OR ANY FIELD MODIFICATIONS OF STRUCTURAL STEEL SHALL NOT BE MADE
WITHOUT PRIOR WRITTED APPROVAL BY ARCHITECT / ENGINEER FOR EACH SPECIFIC CASE
15. STRUCTURAL STEEL ENCASED IN MASONRY SHALL BE COVERED w/ MASTIC COATING PER SPECS
16. STRUCTURAL STEEL MEMBERS & CONNECTIONS EXPOSED TO WEATHER SHALL BE GALVANIZED
17. STRUCTURAL FRAMING PLANS AND DETAILS DO NOT COVER SOME OF THE MISCELLANEOUS METALS SHOWN ON THE
ARCH., MECH., AND ELECT. DRAWINGS INCLUDING, BUT NOT LIMITED TO THE FOLLOWING: CLIPS, BRACKETS, INSERTS,
PLATE OR ANGLE SLAB CLOSURES, CEILING AND EQUIP. BRACES, RAILINGS AND STAIRS, PIPE DUCT AND EQUIP.
SUPPORTS. THE CONTRACTOR SHALL COORDINATE ALL CLEARANCE, ATTACHMENTS, AND ERECTION REQUIREMENTS.
18. PROVISIONS SHALL BE MADE FOR CONNECTIONS OF OTHER TRADES INCLUDING CUTTING AND PUNCHING OF
STRUCTURAL MEMBERS, WHERE REQUIRED BY THE DRAWINGS OR FOR WHICH INFORMATION IS FURNISHED PRIOR TO
FABRICATION.
19. THE USE OF A CUTTING TORCH IN THE FIELD WILL NOT BE PERMITTED, WITHOUT THE APPROVAL OF THE ARCHITECT /
ENGINEER.
20. CONNECTIONS FOR ALL BEAMS MUST BE GOOD FOR REACTIONS FIGURED FROM AISC "ALLOWABLE UNIFORM LOADS"
TABLE OR 35% OF THE ALLOWABLE SHEAR CAPACITY OF THE BEAM WHICHEVER GIVES THE LARGER VALUE, UNLESS
OTHERWISE SHOWN ON PLANS.
21. PROVIDE LOAD INDICATOR WASHERS FOR ALL HIGH STRENGTH BOLTS.
22. ALL BOLTS SHALL BE TIGHTENED WITH A TORQUE WRENCH OR WITH IMPACT WRENCH PRESET FOR THE PRESCRIBED
TORQUE.
23. ALL FIELD HOLES SHALL BE DRILLED NOT BURNT.
24. CONTRACTOR SHALL PROVIDE PIECES OF HEAVY GAUGE METAL WHERE EVER REQUIRED, SUCH AS AROUND
OPENINGS, COLUMNS, ETC.
25. BEAMS SHALL BE EQUALLY SPACED WITHIN THE BAYS, U.O.N.
26. ALL FIELD WELDS FOR STRUCTURAL CONNECTIONS SHALL BE ULTRASONICALLY TESTED FOR FLAWS AND/OR
POROSITY.
27. STEEL COLUMN ENDS SHALL BE MILLED AND THEN FILLET WELDED TO THE STEEL BASE PLATE.
RENOVATION & RESTORATION
1. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT / ENGINEER WHEN, IN THE COURSE OF
CONSTRUCTION OR DEMOLITION, CONDITIONS ARE UNCOVERED WHICH ARE UNANTICIPATED OR
OTHERWISE APPEAR TO PRESENT A DANGEROUS CONDITION
2. DAMAGED LOAD BEARING MASONRY SHALL BE REMOVED & REPLACED OR REPAIRED AS DIRECTED
BY THE ARCHITECT / ENGINEER
3. DAMAGED STONE LINTELS SHALL BE REPAIRED OR REPLACED
4. NEW MASONRY SHALL BE BONDED OR OTHERWISE TIED TO ADJACENT MASONRY WORK
5. SECOND-HAND BRICK SHALL NOT BE USED IN MASONRY BEARING WALLS UNLESS APPROVAL IS
GIVEN BY THE ARCHITECT / ENGINEER FOR EACH SPECIFIC CASE
6. INFORMATION REGARDING EXISTING CONSTRUCTION OR CONDITIONS IS BASED ON AVAILABLE
RECORD DRAWINGS WHICH MAY OR MAY NOT TRULY REFLECT EXISITNG CONDITIONS. SUCH
INFORMATION IS INCLUDED ON ASSUMPTION THAT IT MAY BE OF INTERED TO THE CONTRACTOR, BUT
THE ARCHITECT / ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY OR COMPLETENESS
7. VERIFY ALL DIMENSIONS & CONDITIONS ON THE JOB. DISCREPANCIES SHALL BE BROUGHT
IMMEDIATELY TO THE ATTENTION OF THE ARCHITECT / ENGINEER BEFORE PROCEEDING w/ THAT
PART OF THE WORK
8. WHERE NEW WORK WILL BE ADJACENT TO OR FRAMING EXISTING CONSTRUCTION, VERIFY
DIMENSIONS OF EXISTING CONSTRUCTION PRIOR TO FABRICATION OF NEW MEMBERS
9. PROVIDE ALL LABOR & MATERIAL FOR ANY FRAMING REQUIRED TO CONNECT NEW FRAMING TO
EXISTING CONSTRUCTION. WHEREVER IT IS NECESSARY TO REMOVE EXISTING CONSTRUCTION IN
ORDER TO CONSTRUCT NEW WORK, THE AFFECTED AREA SHALL BE PATCHED & REBUILT TO MATCH
EXISTING ADJACENT WORK TO SATISFACTION OF THE ARCHITECT / ENGINEER
10. DETAILS SHOWN ON ANY DRAWING SHALL BE CONSIDRED TYPICAL FOR ALL SIMILAR CONDITIONS
11. NOTIFY THE ARCHITECT / ENGINEER OF ANY CONTEMPLATED STRUCTURAL ALTERATIONS IN
REASONABLE TIME TO RENDER & DOCUMENT THE ARCHITECT'S / ENGINEER'S DECISION
12. STRUCTURAL MATERIALS & COMPONENTS SHALL HAVE PRIOR APPROVAL OF THE ARCHITECT /
ENGINEER
13. STRUCTURAL WORK ON THIS PROJECT SHALL BE PERFORMED UNDER THE SUPERVISION OF AN
INSPECTOR APPROVED BY THE ARCHITECT / ENGINEER. ALTERATIONS OR MODIFICATIONS NOT
INDICATED ON THE DRAWINGS SHALL BE APPROVED BY THE ARCHITECT / ENGINEER IN WRITING
BEFORE SUCH WORK IS INITIATED. THE ARCHITECT / ENGINEER WILL PERIODICALLY OBSERVE
STRUCTURAL ELEMENTS TO ASSURE GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS, BUT
DETAILED INSPECTIONS & TESTING REQUIREMENTS WILL BE PREPARED BY AN INDEPENDENT
TESTING AGENT HIRED BY THE OWNER. DEFICIENCIES NOT INDICATED ON THE DRAWINGS OR
EXPOSED DURING CONSTRUCTION SHALL BE CORRECTED AS DIRECTED BY THE ARCHITECT /
ENGINEER
14. STRUCTURAL ALTERATION SHALL BE PRECEDED BY ADEQUATE SHORING & BRACING
15. SCREW-TYPE SHORING POSTS SHALL BE PROVIDED FOR EXISTING WORK DURING THE REMOVAL OF
EXISTING BEARING WALLS & STRUCTURAL MEMBERS, & THE INSTALLATION OF NEW STRUCTURAL
WORK
16. TEMPORARY SHORES SHALL BE PLACED AS CLOSE AS PRACTICABLE TO THE EXISTING
STRUCTURAL WORK BEING REMOVED
17. HEADERS SHALL BE PLACED ACROSS TOP OF SHORING POSTS & SHALL BE SNUG TIGHT AGAINST
UNDERSIDE OF THE STRUCTURE ABOVE
18. SHORING SHALL BEAR ON SLEEPERS TO PREVENT DAMAGE TO THE STRUCTURE BELOW
19. TEMPORARY SHORES SHALL BE INDIVIDUALLY DESIGNED, ERECTED, SUPPORTED, BRACED &
MAINTAINED BY THE CONTRACTOR TO SAFELY SUPPORT ALL DEAD LOADS PRESENTLY CARRIED BY
THE EXISTING STRUCTURAL WORK BEING REMOVED & ANY CONSTRUCTION LIVE LOADS
20. STRUCTURAL STEEL SHALL BE COMPLETELY INSTALLED BEFORE REMOVING ANY SHORES
21. SHORES SHALL BE RELEASED GRADUALLY & LEFT LOOSELY IN PLACE FOR AT LEAST 2 DAYS TO
ALLOW FOR STRUCTURAL SHAKE OUT
22. DAMAGED JOISTS SHALL BE REPLACED AS DIRECTED BY THE ARCHITECT / ENGINEER
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