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DESIGN DATA NOTES
2
GENERAL:
DESIGN PROVISIONS . 2017 NEW YORK STATE UNIFORM CODE (NYSUC)
INCORPORATING THE 2015 INTERNATIONAL BUILDING CODE (IBC)
RISK CATEGORY _ II
TERRAIN/EXPOSURE CATEGORY B
CODE COMPLIANCE FOR EXISTING STRUCTURES:
DESIGN PROVISIONS 2017 NEW YORK STATE UNIFORM CODE (NYSUC)
INCORPORATING THE 2015 INTERNATIONAL EXISTING BUILDING CODE (IEBC)
COMPLIANCE METHOD (IEBC) - WORK AREA
CLASSIFICATION OF WORK (IEBC) REPAIR, LEVEL 2 ALTERATION
EXISTING STRUCTURAL ELEMENTS RESISTING LATERAL LOADS ARE NO LESS CONFORMING TO THE
PROVISIONS OF THE 2017 NYSUC WITH RESPECT TO EARTHQUAKE DESIGN THAN THEY WERE PRIOR
TO THIS WORK. THE BUILDING IS IN CONFORMANCE WITH THE LAW IN EXISTENCE AT THE TIME THE
BUILDING WAS CONSTRUCTED. THEREFORE LATERAL LOADS HAVE NOT BEEN EVALUATED FOR
THIS STRUCTURE.
3. LIVE LOADS:
PORCH FRAMING HAS BEEN DESIGNED TO SUPPORT 100 PSF UNIFORMLY DISTRIBUTED LIVE LOAD.
4. DEAD LOADS:
5. SEISMIC LOADS:
SITE CLASS: D (ASSUMED)
5 psf
SHORT -PERIOD DESIGN ACCELERATION (Sds):
ONE -SECOND DESIGN ACCELERATION (Sd1): 0.090
SHORT PERIOD MAPPED SPECTRAL RESPONSE (Ss): 0.126
ONE -SECOND MAPPED SPECTRAL RESPONSE (S1): 0.056
SEISMIC DESIGN CATEGORY: B
IMPORTANCE FACTOR (le): 1.0
0.134
6. WIND LOADS:
ULTIMATE WIND SPEED (3 SECOND GUST) (Vult): 115 mph
NOMINAL WIND SPEED (3 SECOND GUST) (Vasd): 90 mph
TOPOGRAPHIC FACTOR (Kzt): 1.0
ENCLOSURE CLASSIFICATION (PORCH FRAMING): OPEN
9. SOIL PRESSURE:
PRESUMPTIVE SOIL BEARING PRESSURE: 2,000 PSF ON UNDISTURBED MATERIAL OR COMPACTED
STRUCTURAL FILL.
10. STRUCTURAL MATERIAL STRENGTHS:
STRUCTURAL AND MISCELLANEOUS STEEL:
ROLLED STEEL C, S, M, MC, AND HP SHAPES - ASTM A 36 OR ASTM A 572, GRADE 50
ROLLED STEEL PLATES, BARS, AND ANGLES - ASTM A 36 OR ASTM A 572, GRADE 50
CONCRETE:
FOOTINGS, MISCELLANEOUS f'c = 3,000 psi
RETAINING WALLS, BASEMENT WALLS, FOUNDATION WALLS, PIERS f'c = 4,000 psi
EXTERIOR SLABS ON GRADE - fc = 4,500 psi
(SEE SPECIFICATIONS FOR SLUMP AND AIR ENTRAINMENT)
REINFORCING STEEL FOR CONCRETE: ASTM A 615, GRADE 60
DIMENSION LUMBER:
STRUCTURAL FRAMING NO, 1/NO. 2 OR BETTER, SPRUCE -PINE -FIR (SPF)
Fb = 875 psi Fc = 425 psi (PERPENDICULAR TO
GRAIN)
E = 1,400;000 psi Fc = 1,150 psi (PARALLEL TO GRAIN)
GENERAL NOTES
1. DIMENSIONS TO, OF, AND IN EXISTING STRUCTURE SHALL BE VERIFIED IN FIELD BY CONTRACTOR.
2. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN
DIMENSIONS BETWEEN EXISTING CONDITIONS AND/OR ARCHITECTURAL DRAWINGS AND THE
STRUCTURAL DRAWINGS.
3. DO NOT CHANGE SIZE OR SPACING OF STRUCTURAL ELEMENTS.
4, DETAILS SHOWN ARE TYPICAL; SIMILAR DETAILS APPLY TO SIMILAR CONDITIONS UNLESS
OTHERWISE INDICATED.
5. THE NOTES ON THIS DRAWING ARE TYPICAL UNLESS OTHERWISE INDICATED.
6. CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF PROPOSED DEVIATIONS OR
SUBSTITUTIONS FROM DIMENSIONS, MATERIALS, OR EQUIPMENT SHOWN ON THE DRAWINGS AND
MAKE ONLY THOSE DEVIATIONS OR SUBSTITUTIONS ACCEPTED BY ENGINEER.
7. CONTRACTOR SHALL DETERMINE EXACT LOCATIONS OF EXISTING UTILITIES BEFORE COMMENCING
WORK. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR DAMAGES WHICH MIGHT OCCUR AS
A RESULT OF FAILING TO EXACTLY LOCATE AND PRESERVE EXISTING UTILITIES,
8. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY.
CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION SAFETY.
FOUNDATION NOTES
1. BEAR FOOTINGS ON FIRM UNDISTURBED SOIL OR COMPACTED STRUCTURAL FILL.
2. FOOTINGS HAVE BEEN DESIGNED FOR A SOIL BEARING PRESSURE OF 2,000 psf.
3. SOIL BEARING SURFACES PREVIOUSLY ACCEPTED BY GEOTECHNICAL ENGINEER WHICH ARE
ALLOWED TO BECOME SATURATED, FROZEN, OR DISTURBED SHALL BE REWORKED TO
SATISFACTION OF GEOTECHNICAL ENGINEER.
4. WHERE FOOTING ELEVATIONS ARE LOWERED DUE TO SOIL CONDITIONS, LOWER ADJACENT
FOOTINGS IN ELEVATION IN ORDER THAT RATIO OF CLEAR DISTANCE BETWEEN NEAREST EDGE OF
FOOTINGS TO DIFFERENCE IN ELEVATION BETWEEN BOTTOMS OF FOOTINGS SHALL NOT EXCEED
2H:1V.
5. FOUNDATION PREPARATION: REFER TO SPECIFICATIONS FOR "EXCAVATION, BACKFILL, AND
COMPACTION (BUILDING AREA)."
6. DO NOT PLACE FOOTINGS IN WATER OR ON FROZEN GROUND.
7. DO NOT ALLOW GROUND BENEATH FOOTINGS TO FREEZE.
8. CENTER FOOTINGS UNDER WALLS, PIERS, AND COLUMNS UNLESS NOTED OTHERWISE.
9. WHERE REQUIRED, STEP NEW FOOTINGS UP OR DOWN IN RATIO OF TWO HORIZONTALS TO ONE
VERTICAL TO JOIN EXISTING FOOTINGS.
10. CONCRETE WALLS SHALL ATTAIN A MINIMUM STRENGTH OF 70% f'c BEFORE PLACING BACKFILL
AGAINST THEM.
11. WALLS THAT ARE TO BE BACKFILLED ON ONE SIDE ONLY MAY BE BACKFILLED UP TO 3 FEET ABOVE
THE TOP OF FOOTING AFTER WALLS ATTAIN MINIMUM STRENGTH OF 70% fc. REMAINING BACKFILL
MAY NOT BE PLACED UNTIL TOP SLAB IS IN PLACE, SLAB ATTAINS MINIMUM STRENGTH OF 70% fc,
AND WALLS ATTAIN MINIMUM STRENGTH 100% f'c.
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CAST -IN-PLACE CONCRETE NOTES (FOUNDATION)
1. REINFORCE CONCRETE ELEMENTS INCLUDING FOOTINGS, WALLS, PIERS, AND SLABS.
REINFORCEMENT SHOWN PERTAINS TO TYPICAL CONDITIONS.
2, LAP SPLICE CONCRETE REINFORCEMENT AS INDICATED IN THE CONCRETE REINFORCEMENT LAP
SPLICE SCHEDULE, UNLESS NOTED OTHERWISE,
3. LAP CONTINUOUS FOOTING AND HORIZONTAL WALL REINFORCEMENT WITH A CLASS B LAP SPLICE
UNLESS NOTED OTHERWISE.
4. PROVIDE CORNER BARS IN FOOTINGS, THE SAME SIZE AND NUMBER AS CONTINUOUS
REINFORCEMENT. PROVIDE CLASS B LAP SPLICE WITH MAIN REINFORCEMENT, BUT NO LESS THAN
2'-0".
5. PLACE TRANSVERSE REINFORCEMENT IN CONTINUOUS FOOTINGS WHERE SHOWN IN BOTTOM
LAYER.
6. CAST STEPPED FOOTINGS MONOLITHICALLY.
7. DOWEL CONCRETE WALLS AND PIERS INTO FOOTINGS WITH DOWELS THE SAME SIZE AND SPACING
AS VERTICAL REINFORCEMENT. EXTEND DOWELS TO WITHIN 3 INCHES OF BOTTOM OF FOOTING,
TERMINATED WITH A.C.I. STANDARD 90 DEGREE HOOK. PROVIDE CLASS B LAP SPLICE WITH
VERTICAL REINFORCEMENT UNLESS NOTED OTHERWISE.
8. AT INTERSECTIONS OF CONCRETE WALLS, PROVIDE CORNER BARS IN OUTER LAYER THE SAME SIZE
AND SPACING AS HORIZONTAL REINFORCEMENT AND PROVIDE A CLASS B LAP SPLICE WITH MAIN
REINFORCEMENT, BUT NOT LESS THAN 2'-0". AT "T" INTERSECTIONS, PROVIDE CORNER BARS FROM
EACH LAYER IN INTERSECTING WALL TO OUTER LAYER OF THROUGH WALL.
9. PROVIDE KEYS IN CONCRETE WALLS AND FOOTINGS AT VERTICAL CONSTRUCTION JOINTS UNLESS
NOTED OTHERWISE. KEYS SHALL BE 1 1/2 INCHES DEEP AND THE WIDTH OF THE KEY SHALL BE ONE-
THIRD THE WALL THICKNESS AND CENTERED WITHIN THE WALL.
10. VERIFY SIZE AND LOCATION OF MECHANICAL OPENINGS.
11. CONDUIT AND UTILITY PENETRATIONS THROUGH STRUCTURAL SLABS AND WALLS SHALL BE
SLEEVED OR CHASED. NO CORE -DRILLING OF SLABS OR WALLS IS PERMITTED. PENETRATIONS ARE
NOT PERMITTED THROUGH PIERS.
12. MINIMUM BAR DEVELOPMENT LENGTH EQUALS CLASS A LAP LENGTH.
13. CHAMFER EXPOSED CONCRETE CORNERS AND EDGES 3/4 INCH UNLESS NOTED OTHERWISE.
14. CONCRETE COVER FOR REINFORCEMENT SHALL BE AS INDICATED IN THE CONCRETE COVER
SCHEDULE.
CONCRETE REINFORCEMENT LAP SPLICE SCHEDULE
BAR LAP LENGTHS, UNCOATED BARS
CLEAR COVER NOT LESS THAN TWO TIMES BAR DIAMETER
CLEAR SPACING NOT LESS THAN FOUR TIMES BAR DIAMETER
BAR
SIZE
MINIMUM
CLEAR
COVER
(INCH)
MINIMUM
SPACING
CENTER/CENTER
(INCH)
CLASS B
LAP NOT A
TOP BAR
(INCH)
CLASS B
LAP TOP
BAR
(INCH)
CLASS A
LAP NOT A
TOP BAR
(INCH)
CLASS A
LAP TOP
BAR
(INCH)
#4
1
2 1/2
22
28
17
22
#5
1 1/4
3 1/8
27
35
21
27
#6
1 1/2
3 3/4
32
42
25
32
BAR LAP LENGTHS, UNCOATED BARS
CLEAR COVER NOT LESS THAN BAR DIAMETER
CLEAR SPACING NOT LESS THAN TWO TIMES BAR DIAMETER
BAR
SIZE
MINIMUM
CLEAR
COVER
(INCH)
MINIMUM
SPACING
CENTER/CENTER
(INCH)
CLASS B
LAP NOT A
TOP BAR
(INCH)
CLASS B
LAP TOP
BAR
(INCH)
CLASS A
LAP NOT A
TOP BAR
(INCH)
CLASS A
LAP TOP
BAR
(INCH)
#4
1/2
1 1/2
29
37
22
29
#5
5/8
17/8
36
46
28
36
#6
3/4
2 1/4
43
56
33
43
NOTES FOR SCHEDULE:
1. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12 INCHES
OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT LENGTH OR SPLICE.
2. USE CLASS B LAP SPLICES, UNLESS NOTED OTHERWISE.
3. FOR COVER AND SPACING DIMENSIONS WHICH ARE IN BETWEEN THE TABULATED VALUES, DO NOT
INTERPOLATE, INSTEAD USE THE LONGER LAP LENGTH. SEE CONCRETE COVER SCHEDULE.
4. CALCULATE CENTER TO CENTER SPACING DIMENSIONS OF BARS AT SPLICE LOCATIONS.
5. FOR EPDXY COATED BARS MODIFY THE TABULATED LAP LENGTHS AS FOLLOWS:
A. FOR TOP BARS AND BARS WHICH ARE NOT A TOP BAR WITH A CLEAR COVER OF GREATER THAN
OR EQUAL TO 3 TIMES THE BAR DIAMETER AND CLEAR SPACING GREATER THAN OR EQUAL TO 6
TIMES THE BAR DIAMETER, MULTIPLY THE TABULATED LENGTH BY 1.2.
B. FOR BARS WHICH ARE NOT A TOP BAR, WITH A CLEAR COVER LESS THAN 3 TIMES THE BAR
DIAMETER AND CLEAR SPACING LESS THAN 6 TIMES THE BAR DIAMETER, MULTIPLY THE
TABULATED LENGTH BY 1.5.
C. FOR TOP BARS, WITH A CLEAR COVER LESS THAN 3 TIMES THE BAR DIAMETER AND CLEAR
SPACING LESS THAN 6 TIMES THE BAR DIAMETER, MULTIPLY THE TABULATED LENGTH FOR TOP
BARS BY 1.3.
CONCRETE COVER SCHEDULE
LOCATION
COVER
FOOTINGS POURED AGAINST EARTH:
3"
SURFACE EXPOSED TO WEATHER OR EARTH (INCLUDING SURFACES OF FOUDATION
WALLS COVERED WITH WATERPROOFING MEMBRANE AND/OR INSULATION):
BARS LARGER THAN #5
2"
#5 BARS OR SMALLER
1
1/2"
BETWEEN BARS AND EMBEDDED ITEMS:
IN CONCRETE ELEMENTS EXPOSED TO WEATHER OR EARTH
1
1/2"
IN CONCRETE ELEMENTS NOT EXPOSED TO WEATHER OR EARTH
3/4"
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SLAB ON GRADE NOTES
1. SUBGRADE BELOW SLAB ON GRADE SHALL BE REVIEWED AND ACCEPTED BY GEOTECHNICAL
ENGINEER BEFORE CONCRETE SLAB PLACEMENT.
2. PROVIDE PROTECTION FROM PRECIPITATION AND EXCESSIVE COLD TEMPERATURES FOR THE SLAB
SUBBASE PRIOR TO SLAB -ON -GRADE PLACEMENT. SUBBASE MUST BE DRY AND NOT FROZEN AT THE
TIME OF SLAB PLACEMENT.
3. DO NOT PLACE SLABS ON FROZEN GROUND. IF SUBGRADE OR SUBBASE ARE FROZEN AFTER
PREPARATION. THEY SHALL BE THAWED THEN RECOMPACTED AND RETESTED FOR COMPACTION
PRIOR TO SLAB PLACEMENT, AT THE EXPENSE OF THE CONTRACTOR.
4. PROVIDE PROTECTION FOR THE SLAB ON GRADE FROM DIRECT EXPOSURE TO THE SUN, WIND,
PRECIPITATION, AND EXCESSIVE COLD OR HOT TEMPERATURES STARTING DURING PLACEMENT
AND LASTING UNTIL THE END OF THE CURING PERIOD. DO NOT ALLOW GROUND BENEATH SLABS TO
FREEZE.
5. PRIOR TO SLAB PLACEMENT, SUBMIT FOR INFORMATION ONLY A WRITTEN PROTECTION PROGRAM
FOR THE SLAB SUBBASE AND SLAB ON GRADE.
6. PROVIDE A SQUARE EDGE FORM JOINT FOR CONSTRUCTION JOINTS AND A SAW -CUT JOINT FOR
CONTRACTION JOINTS IN SLABS ON GRADE. CONTINUE 50 PERCENT OF SLAB REINFORCEMENT
THROUGH CONSTRUCTION AND CONTRACTION JOINTS.
7. REINFORCE SLABS AS NOTED ON DRAWINGS. AT PERIMETER OF SLABS, LOCATE REINFORCING 3
INCHES FROM SLAB EDGES.
8. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.
STRUCTURAL STEEL NOTES
1. DO NOT BEGIN STEEL ERECTION UNTIL SUPPORTING CONCRETE OBTAINS 75 PERCENT OF THE
MATERIAL STRENGTHS NOTED IN DESIGN DATA NOTES.
2. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED
ON STRUCTURAL DRAWINGS,
3. PROVIDE HOT DIP GALVANIZED FASTENERS FOR GALVANIZED FRAMING CONNECTIONS AND
STAINLESS STEEL FASTENERS FOR STAINLESS STEEL FRAMING CONNECTIONS.
4. GALVANIZING WHERE NOTED IN THE DRAWINGS SHALL BE HOT -DIP GALVANIZING IN ACCORDANCE
WITH ASTM A123, UNLESS NOTED OTHERWISE.
WOOD FRAMING NOTES
1, ACCURATELY CUT, FIT, AND SOLIDLY FASTEN MEMBERS TO PROVIDE PLUMB, LEVEL, TRUE, AND
RIGID WORK.
NAILING NOT INDICATED ON DRAWINGS SHALL BE IN ACCORDANCE WITH "FASTENING SCHEDULE"
CONTAINED IN THE 2015 INTERNATIONAL BUILDING CODE TABLE 2304.10.1.
3. FOR BOLTED CONNECTIONS, DRILL HOLES 1/16 INCH LARGER IN DIAMETER THAN THE BOLTS BEING
USED. PROVIDE WASHERS AND NUTS UNDER BOLT HEADS IN CONTACT WITH WOOD.
4. ANCHOR SILL PLATE OF EXTERIOR WALLS TO FOUNDATION WALLS WITH 1/2 INCH -DIAMETER BY 1 -
FOOT -LONG WITH 2 -INCH GALV HOOK ANCHOR RODS WITH NUTS AND WASHERS. LOCATE ANCHOR
RODS 12 INCHES MAXIMUM FROM EACH END AND 6 FEET MAXIMUM ON CENTER. (MINIMUM OF TWO
ANCHOR RODS IN EACH SILL PIECE.) EMBED ANCHOR RODS A MINIMUM OF 9 INCHES IN CAST IN
PLACE CONCRETE.
5. INSTALL JOISTS WITH CROWN EDGE UP AND SUPPORT ENDS OF EACH MEMBER WITH NOT LESS
THAN 1 1/2 INCHES OF BEARING ON WOOD OR METAL OR 3 INCHES ON MASONRY.
6. JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS AND AT EACH SUPPORT BY 2 -INCHES -BY -
FULL -DEPTH SOLID BLOCKING (UNLESS DETAILED OTHERWISE) EXCEPT WHERE THE ENDS ARE
ANCHORED TO A BEAM, HEADER, BAND JOIST, OR ARE HELD IN POSITION BY HANGERS.
7, BRIDGING OR 2 -INCHES -BY -FULL -DEPTH SOLID BLOCKING SHALL BE INSTALLED IN FLOOR JOISTS AT
INTERVALS NOT EXCEEDING 8 FEET.
8. LAP MEMBERS FRAMING FROM OPPOSITE SIDES OF BEAMS, GIRDERS, OR LOAD-BEARING WALLS
NOT LESS THAN 4 INCHES OR SECURELY TIE OPPOSING MEMBERS TOGETHER. INSTALL 2 -INCHES -
BY -FULL -DEPTH SOLID BLOCKING AT SUPPORTS.
9. DO NOT NOTCH JOISTS IN THE MIDDLE THIRD OF THE SPAN. LIMIT NOTCHES ON THE TOP OR
BOTTOM FACE OF THE JOIST TO A MAXIMUM DEPTH OF 1/6 OF THE DEPTH OF THE MEMBER AND
MAXIMUM LENGTH OF 1/3 THE DEPTH OF THE MEMBER UNLESS ACCEPTANCE OF ENGINEER IS
OBTAINED. NO OVERCUTS WILL BE PERMITTED.
10, DO NOT BORE HOLES CLOSER THAN 2 INCHES FROM TOP OR BOTTOM OF JOISTS. LIMIT DIAMETER
OF HOLES TO 1/3 THE DEPTH OF THE MEMBER. REVIEW BORE HOLE LOCATIONS WITH ENGINEER
BEFORE PROCEEDING.
11. USE PRESSURE -TREATED WOOD FOR ELEMENTS EXPOSED TO WEATHER; IN CONTACT WITH SOIL,
WATER, MASONRY, CONCRETE; OR FOR WOOD JOISTS AND STRUCTURAL FLOORING DIRECTLY
ABOVE SOIL WHEN THE BOTTOM ELEVATION IS LESS THAN 18 INCHES ABOVE SOIL AND FOR WOOD
BEAMS WHEN THE BOTTOM ELEVATION IS LESS THAN 12 INCHES ABOVE SOIL.
12, SIMPSON STRONG -TIE FRAMING CONNECTORS ARE INDICATED ON THE DRAWINGS. EQUIVALENT
CONNECTORS FROM OTHER MANUFACTURERS MAY BE SUBMITTED FOR REVIEW,
13. PROVIDE G185 HOT -DIPPED GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A 653
FOR METAL FRAMING CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBER. FASTENERS
USED WITH THESE CONNECTORS SHALL BE HOT DIPPED GALVANIZED TO COMPLY WITH ASTM A 153.
Z -MAX FINISH BY SIMPSON STRONG -TIE OR ACCEPTED EQUIVALENT.
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9
STRUCTURAL OBSERVATION NOTES
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1. THE REGISTERED DESIGN PROFESSIONAL WILL MAKE VISITS TO THE SITE AT APPROPRIATE
INTERVALS FOR THE PURPOSE OF OBSERVING THE CONSTRUCTION FOR GENERAL CONFORMANCE
WITH THE CONTRACT DOCUMENTS. THE FOLLOWING LIST INCLUDES SOME APPROPRIATE TIMES
FOR VISITING THE SITE. THE CONTRACTOR SHALL NOTIFY THE REGISTERED DESIGN PROFESSIONAL
AT LEAST 48 HOURS PRIOR TO PERFORMING THESE ACTIVITIES SO THAT SITE VISITS CAN BE
SCHEDULED.
• INITIAL PLACEMENT OF REINFORCING BARS FOR FOOTINGS, FOUNDATION WALLS, RETAINING
WALLS, AND PIERS (AFTER EXCAVATION AND PRIOR TO THE CLOSING OF FORMS).
• PLACEMENT OF REINFORCING BARS FOR STRUCTURAL CONCRETE SLAB.
• INITIAL FRAMING LAYOUT AND CONNECTIONS FOR WOOD CONSTRUCTION
• COMPLETION OF THE STRUCTURAL SYSTEM.
• OTHER TIMES AS REQUIRED DUE TO FIELD CONDITIONS OR SPECIAL CONSTRUCTION TYPES.
2. THE REGISTERED DESIGN PROFESSIONAL MAY VISIT THE SITE AT TIMES OTHER THAN THOSE LISTED
IN NOTE 1.
3. THE REGISTERED DESIGN PROFESSIONAL WILL PREPARE A FIELD OBSERVATION REPORT FOR EACH
SITE VISIT MADE TO OBSERVE CONSTRUCTION. PART II OF EACH REPORT IS FOR CONTRACTOR
VERIFICATION AND IS MANDATORY. PART II MUST BE COMPLETED (SIGNED BY THE CONTRACTOR
VERIFYING THAT THE REQUIRED ACTION WAS TAKEN AND LISTING THE DATE COMPLETED) AND
RETURNED TO THE ENGINEER IN A TIMELY MANNER.
SPECIAL INSPECTION NOTES
1. THE OWNER WILL ENGAGE THE SERVICES OF A QUALIFIED SPECIAL INSPECTOR FOR THIS PROJECT,
WHO WILL PROVIDE AND/OR COORDINATE INSPECTION AND TESTING REQUIREMENTS AS
NECESSARY IN ACCORDANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE BCNYS.
2. THE REGISTERED DESIGN PROFESSIONAL HAS PREPARED A STATEMENT OF SPECIAL INSPECTIONS,
WHICH INCLUDES SPECIFICATION 014533, AND THE SCHEDULE OF SPECIAL INSPECTIONS. THESE
DOCUMENTS WILL BE SUBMITTED WITH THE CONTRACT DOCUMENTS AND THE APPLICATION FOR
BUILDING PERMIT TO THE CODE ENFORCEMENT OFFICIAL.
3. SPECIAL INSPECTIONS AND TESTING SHALL BE CONTINUOUS OR PERIODIC DURING THE
PERFORMANCE OF THE WORK, AS NOTED.
4. THE CONTRACTOR SHALL HOLD A PRE -CONSTRUCTION MEETING WITH THE REGISTERED DESIGN
PROFESSIONAL, SPECIAL INSPECTOR, TESTING
AGENCY, AND AFFECTED SUB -CONTRACTORS TO REVIEW THE REQUIRED SPECIAL INSPECTION AND
TESTING REQUIREMENTS FOR THE PROJECT. THE CONTRACTOR SHALL DISTRIBUTE
CONSTRUCTION SCHEDULES TO EACH ATTENDEE,
5. THE SPECIAL INSPECTOR SHALL SUBMIT INTERIM REPORTS AND, AT THE COMPLETION OF SPECIAL
INSPECTIONS, A FINAL STATEMENT OF SPECIAL INSPECTIONS. REPORTS SHALL BE STAMPED AND
SIGNED BY A PROFESSIONAL ENGINEER.
6. THE SPECIAL INSPECTOR SHALL NOTIFY THE CONTRACTOR IMMEDIATELY OF DISCREPANCIES.
SUBSEQUENT REPORTS SHALL NOTE WHEN AND HOW DEFICIENCIES WERE CORRECTED. THE
SPECIAL INSPECTOR SHALL NOTIFY THE REGISTERED DESIGN PROFESSIONAL AND THE CODE
ENFORCEMENT OFFICIAL OF DISCREPANCIES WHICH HAVE NOT BEEN CORRECTED.
7. THE CONTRACTOR SHALL COOPERATE WITH THE SPECIAL INSPECTOR INCLUDING ADVANCE
NOTIFICATION OF REQUIRED INSPECTION OR TEST, INCIDENTAL LABOR. AND SAFE ACCESS TO THE
WORK AREAS, AND ACCESS TO CONTRACT DOCUMENTS SO THAT INSPECTIONS AND TESTING MAY
BE PERFORMED WITHOUT HINDRANCE.
8. THE SPECIAL INSPECTION PROGRAM SHALL IN NO WAY RELIEVE THE CONTRACTOR OF THE
OBLIGATION TO PERFORM THE WORK IN ACCORDANCE WITH THE REQUIREMENTS OF THE
CONTRACT DOCUMENTS OR FROM IMPLEMENTING AN EFFECTIVE QUALITY CONTROL PROGRAM.
9. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
ABBREVIATIONS LEGEND
ADJ ADJACENT
L ANGLE
APPROX APPROXIMATE
ARCH ARCHITECT
ARCHITECTURAL
B/ BOTTOM OF
BLDG BUILDING
BRG BEARING
BP BASE PLATE
CANT CANTILEVER
CJ CONTROL,
CONTRACTION,
CONSTRUCTION JOINT
CMU CONCRETE MASONRY
UNIT(S)
CONC CONCRETE
CONT CONTINUOUS
COL COLUMN
CFMF COLD -FORMED
METAL FRAMING
COORDINATE
DIAMETER
DIMENSION
DOWN
DITTO
DRAWING
EACH
EACH FACE
EXPANSION JOINT
ELECTRICAL
ELEVATION
ELEVATOR
ENGINEER
EMBEDDED
EQUAL
EQUIPMENT
EACH SIDE
EACH WAY
EXISTING
COORD
DIA
DIM
DN
do
DWG
EA
EF
EJ
ELEC
EL
ELEV
ENGR
EMBD
EQ
EQUIP
ES
EW
EXIST
EXT
EOD
EOS
FD
FDN
FTG
GA
GALV
HSS
HORI
EXTERIOR
EDGE OF DECK
EDGE OF SLAB
FLOOR DRAIN
FOUNDATION PSF
FOOTING
GAUGE PSI
GALVANIZED
HOLLOW STEEL SECTION PCF
PE
PERP
PLF
Z HORIZONTAL
HI
HP
HVAC
INFO
INT
INV
K
LG
LLH
LLV
LOC
LW
LVL
HIGH
HIGH POINT
HEATING/VENTILATING/
INFORMATION
INTERIOR
INVERT
KIPS
LONG
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LOCATION
LIGHT WEIGHT
LAMINATED VENEER
LUMBER
LO LOW
MANUF MANUFACTURER
MAX MAXIMUM
MECH MECHANICAL
MIN
MISC
MO
NA
NIC
NOM
NW
OC
OD
MINIMUM
MISCELLANEOUS
MASONRY OPENING
NOT APPLICABLE
NOT IN CONTRACT
NOMINAL
NORMAL WEIGHT
ON CENTER
OUTSIDE DIAMETER
OPNG OPENING
OPP OPPOSITE
PAF POWDER ACTUATED
FASTENER
PC
PSL
R
RD
RDP
REQD
REINF
REV
RO
SIM
SPA
STD
SF
SS
STL
SQ
T/
TYP
UNO
PROFESSIONAL ENGINEER
PERPENDICULAR
POUNDS PER LINEAL
FOOT
POUNDS PER SQUARE
FOOT
POUNDS PER SQUARE
INCH
POUNDS PER CUBIC
FOOT
PRECAST
PARALLEL STRAND
LUMBER
RADIUS
ROOF DRAIN
REGISTERED DESIGN
PROFESSIONAL
REQUIRED
REINFORCING OR
REINFORCED
REVISION OR REVISED
ROUGH OPENING
SIMILAR
SPACE
STANDARD
SQUARE FEET
STAINLESS STEEL
STEEL
SQUARE
TOP OF
TYPICAL
UNLESS NOTED
OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/ WITH
WP WORK POINT
WWR WELDED WIRE
REINFORCEMENT
WCJ WALL CONTROL OR
CONSTRUCTION JOINT
RYAN BIGGS
CLARK DAVIS
4592 JORDAN ROAD
SKANEATELES FALLS, NY 13153
p 315.685,4732 f 315.685.4753
www.ryanbiggs.com
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DATE:
14 December 2018
PROJECT:
1711
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OTHER:
DRAWN BY:
CGM
GENERAL
NOTES
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