HomeMy WebLinkAboutS100 FISHING PIER STRUCTURAL NOTESGENERAL
1. THESE GENERAL NOTES REPRESENT AND/OR SUMMARIZE KEY PROJECT INFORMATION FOR THE DRAWING USER'S
CONVENIENCE. HOWEVER, ALL CONSTRUCTION DOCUMENTS SHOULD BE REVIEWED FOR FURTHER DETAILS AND
REQUIREMENTS.
2. WHERE REFERENCE IS MADE TO VARIOUS CODES, STANDARDS, AND TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL BE AS SPECIFIED IN SECTION CODES AND STANDARDS.
3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL
DETAILS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE
PROJECT.
4. TYPICAL DETAILS ARE NOT CUT ON DRAWINGS, BUT APPLY UNLESS NOTED OTHERWISE.
5. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND
SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
6. ELEVATIONS SHOWN ARE RELATIVE TO THE F.F.E. (i.e., PROPOSED DECK SURFACE = 0' - 0"). FOR PROJECT
DIMENSIONAL CONTROL, SEE CIVIL DRAWINGS.
7. WORK THESE DRAWINGS WITH THOSE PREPARED BY OTHER DISCIPLINES: CIVIL –CIVIL & ENVIRONMENTAL
CONSULTANTS. DO NOT PENETRATE ANY STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL
DECKS, ETC.) WITHOUT PRIOR WRITTEN APPROVAL OF STRUCTURAL ENGINEER UNLESS SPECIFIC PENETRATION
DETAILS ARE SHOWN ON DRAWINGS.
8. THIS PROJECT IS WITHIN THE JURISDICTION OF THE CARMEL, INDIANA. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR OBTAINING ALL BUILDING PERMITS AND SCHEDULING/ACCOMMODATING ALL REQUIRED INSPECTIONS
PERTAINING TO THE BUILDING PERMITS.
9. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, WHICH IS
DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE CONSTRUCTION IS FULLY COMPLETED. IT IS THE
CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND ENSURE THE
STABILITY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF
WHATEVER SHORING, TEMPORARY BRACING, ETC. THAT MAY BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE
CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE PROJECT.
10. THIS ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION
MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
ANY ACTS OR OMISSIONS OF THE CONTRACTOR, THEIR SUBCONTRACTORS, AND ANY OTHER PERSONS
PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF THESE PERSONS TO CARRY OUT THE WORK IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS.
11. THE CONTRACTOR IS RESPONSIBLE FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK
THAT CONFORMS WITH THE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA)
SAFETY AND HEALTH STANDARDS FOR THE CONSTRUCTION INDUSTRY.
12. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IN SUCH A MANNER TO NOT EXCEED THE DESIGN LIVE LOAD
PER SQUARE FOOT OF THE AREA.
13. OPTIONS AND ALTERNATES ARE FOR THE CONTRACTOR'S CONVENIENCE. IF AN OPTION OR ALTERNATE IS
CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CHANGES NECESSARY AND SHALL COORDINATE ALL
DETAILS.
14. THE FOLLOWING ABBREVIATIONS MAY BE USED ON THE DRAWINGS:
CODES & STANDARDS
1. IBC 2012: INTERNATIONAL BUILDING CODE [INDIANA BUILDING CODE 2014 EDITION]
2. ASCE 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
3. SP-66-04: ACI DETAILING MANUAL
4. ACI 117-10: SPECIFICATION FOR TOLERANCES FOR CONCRETE
5. ACI 301-10: STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE
6. ACI 318-11: BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
7. ACI 347-10: STANDARD SPECIFICATION FOR FORMWORK FOR CONCRETE
8. CRSI: MANUAL OF STANDARD PRACTICE
9. NDS-12: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
10. ASTM A615: STANDARD SPECIFICATION FOR DEFORMED AND PLAIN
CARBON STEEL BARS FOR CONCRETE REINFORCEMENT
11. OSHA: OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS
A ROD ANCHOR ROD
A/E ARCHITECT & ENGINEER
AB ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
ADDL ADDITIONAL
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ALT ALTERNATE
APPROX APPROXIMATE
APVD APPROVED
ARCH ARCHITECTURAL/ARCHITECT
ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM AMERICAN SOCIETY FOR TESTING MATERIALS
AWS AMERICAN WELDING SOCIETY
B/0 BOTTOM OF
BM BEAM
BOT BOTTOM
BRG BEARING
BTWN BETWEEN
C/C CENTER TO CENTER
CHKD CHECKED
CHKRD CHECKERED
CIP CAST-IN-PLACE CONCRETE
CJ CONSTRUCTION/CONTROL JOINT
CL CENTERLINE
CLR CLEAR/CLEARANCE
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
COORD COORDINATE
CP CONCRETE PIER
CRSI CONCRETE REINFORCING STEEL INSTITUTE
CTR CENTER
CTRD CENTERED
DBA DEFORMED BAR ANCHOR
DBL DOUBLE
DEG DEGREES
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIR DIRECTION
DL DEAD LOAD
DP DRILLED PIER
DWG DRAWING
EA EACH
EF EACH FACE
EL ELEVATION
ENGR ENGINEER
EOD EDGE OF DECK
EOR ENGINEER OF RECORD
EOS EDGE OF SLAB
EQ EQUAL
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
FDN FOUNDATION
FF FINISHED FLOOR
FFE FINISHED FLOOR ELEVATION
FG FINISHED GRADE
FIN FINISH
FLR FLOOR
FND FOUNDATION
FRMG FRAMING
FT FOOT
FTG FOOTING
GA GAGE, GAUGE
GALV GALVANIZED (HOT DIP)
GL GIRT LINE
GR GUARDRAIL
GRTG GRATING
(H) HORIZONTAL BEAM ORIENTATION
HCA HEADED CONCRETE ANCHOR
HDR HEADER
HGR HANGER
HORIZ HORIZONTAL
HP HIGH POINT
HR HANDRAIL
HSB HIGH STRENGTH BOLT
IF INSIDE FACE
IBC INTERNATIONAL BUILDING CODE
ICC INTERNATIONAL CODE COUNCIL
ICF INSULATED CONCRETE FORM
ID INSIDE DIAMETER
IN INCH
INT INTERIOR
JST JOIST
JT JOINT
K KIP(S)
KB KNEE BRACE
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
LB POUND
LF LINEAR FEET
LL LIVE LOAD
LOC LOCATION
LONG LONGITUDINAL
LP LOW POINT
LSH LONG SLOTTED HOLE
M MOMENT
MAX MAXIMUM
MC MOMENT CONNECTION
MCJ MASONRY CONTROL JOINT
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
N/A NOT APPLICABLE
NIC NOT IN CONTRACT
NO NUMBER
NOM NOMINAL
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
OSH OVERSIZED HOLE
PCF POUNDS PER CUBIC FOOT
PE PROFESSIONAL ENGINEER
PENE PENETRATION
PERIM PERIMETER
PL PLATE
PLF POUNDS PER LINEAR FOOT
PREFAB PREFABRICATED
PROJ PROJECTION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT POINT
QTY QUANTITY
R RADIUS
RCP REINFORCED CONCRETE PIPE
RD ROOF DRAIN
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
RET RETURN
REV REVISION
RO ROUGH OPENING
SCHED SCHEDULE
SECT SECTION
SHT SHEET
SIM SIMILARL
SJI STEEL JOIST INSTITUTE
SL SLOPE
SPCS SPACES
SPEC(S) SPECIFICATION(S)
SQ SQUARE
SR SAG ROD
SS STAINLESS STEEL
SSH SHORT SLOTTED HOLE
STD STANDARD
STIF STIFFENER
STL STEEL
STRUCT STRUCTURAL
SYM SYMMETRICAL
T/ TOP OF
T&B TOP AND BOTTOM
T&G TONGUE AND GROOVE
THK THICK
THRU THROUGH
TJ TRUSS JOIST
TP TOE PLATE
TRANS TRANSVERSE
TYP TYPICAL
UL UNDERWRITERS LABORATORIES
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/ WITH
W/O WITHOUT
WCJ WALL CONTROL JOINT
WP WORKING POINT
WS WATERSTOP
WWR WELDED WIRE REINFORCEMENT
YD YARD
ABBREVIATIONS
DESIGN CRITERIA
RISK CATEGORY II
1. WOOD FISHING PLATFORM
A. DEAD LOAD 10 PSF
B. LIVE LOAD 100 PSF
2. SNOW LOADS
A. GROUND SNOW LOAD 20 PSF
B. EXPOSURE FACTOR 1.0
C. THERMAL FACTOR 1.0
3. WIND LOADS
A. ULTIMATE WIND SPEED (3-SECOND GUST) 105 MILES PER HOUR
B. EXPOSURE C
C. BUILDING CLASSIFICATION OTHER STRUCTURE
4. SEISMIC LOADS
A. SITE CLASS D (ASSUMED)
B. SEISMIC DESIGN CATEGORY B
a. SS 0.146
b. S1 0.081
c. SDS 0.156
d. SD1 0.13
C. SEISMIC FORCE RESISTING SYSTEM SEE TABLE SFRS
D. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE
FOUNDATION NOTES
1. FOUNDATION DESIGN WAS COMPLETED WITHOUT THE BENEFIT OF GEOTECHNICAL INVESTIGATIONS. ASSUMPTIONS
WERE MADE FOR SOIL PROPERTIES AS NOTED BELOW:
A. BEARING CAPACITY: 1,500 PSF (NET/ALLOWABLE)
B. DENSITY OF SOIL & BACKFILL: 120 PCF
C. FROST DEPTH: 3 FT
D. ACTIVE LATERAL SOIL UNIT WEIGHT: 110 PCF
E. PASSIVE LATERAL SOIL UNIT WEIGHT: 120 PCF
F. INTERNAL ANGLE OF FRICTION 32 DEGREES
2. THE DESIGN HAS BEEN COMPLETE UNDER THE ASSUMPTION THAT THE TIMBER PILES CAN BE DRIVEN SUFFICIENTLY
AND END BEARING CAPACITY CAN BE OBTAINED. THIS SHOULD BE CONFIRMED BY A GEOTECHNICAL ENGINEER
PRIOR TO CONSTRUCTION. IF IT IS DETERMINED THAT THIS METHOD IS NOT FEASIBLE, NOTIFY THE EOR FOR
REVISIONS TO THE FOUNDATION DESIGN.
3. CONTRACTOR IS RESPONSIBLE FOR ENGAGING A GEOTECHNICAL TESTING AGENCY TO VERIFY ASSUMED
GEOTECHNICAL PARAMETERS. IF DETERMINED GEOTECHNICAL PARAMETERS ARE FOUND TO DIFFER FROM THOSE
ASSUMED, CONTACT ENGINEER OF RECORD FOR REVISED CONSTRUCTION DRAWINGS PRIOR TO CONSTRUCTION.
4. IT IS OUR RECOMMENDATION THAT A GEOTECHNICAL ENGINEER BE RETAINED BY THE OWNER TO PROVIDE
OBSERVATION AND TESTING SERVICES DURING THE GRADING AND FOUNDATION PHASE OF CONSTRUCTION.
INSPECTION AND TESTING REPORTS TO BE SUBMITTED TO THE ENGINEER OF RECORD. PREPARATION OF
SUBGRADES SHALL BE AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE WHETHER OR NOT ADDITIONAL GEOTECHNICAL
INFORMATION IS REQUIRED AND TO PROVIDE SUCH INFORMATION AS HE/SHE DEEMS NECESSARY.
6. PRIOR TO PLACING CONCRETE FOR SEAL SLABS OR FOUNDATIONS, THE SUBSOIL CONDITIONS SHALL BE CHECKED
BY GEOTECHNICAL ENGINEERS REPRESENTATIVE FOR COMPLIANCE WITH THE PROJECT GEOTECHNICAL REPORT
AND SPECIFICATIONS.
7. ABUTMENT WALL HAS BEEN DESIGNED TO BE RESTRAINED MY THE FISHING PLATFORM FRAMING. NO BACKFILLING
ON THE ABUTMENT WALL SHALL TAKE PLACE UNTIL CONCRETE HAS ATTAINED DESIGN STRENGTH AND EITHER THE
FRAMING IS IN PLACE OR ADEQUATE BRACING IS PROVIDED. CONTRACTOR IS RESPONSIBLE FOR DESIGN AND
INSTALLATION OF WALL BRACING FOR WALLS THAT ARE BACKFILLED PRIOR TO CONSTRUCTION OF TOP RESTRAINT.
8. PRIOR TO PLACEMENT OF CONCRETE, CONTRACTOR SHALL CONFIRM ALL FOUNDATION EMBED ITEMS - PIPES
SLEEVES, STEEL PLATES, INSERTS, ETC., ARE IN PLACE.
WOOD FRAMING
1. WOOD FRAMING WORK SHALL FOLLOW THE PRACTICES AND STANDARDS SPECIFIED IN SECTION CODES AND
STANDARDS.
2. ALL WOOD SHALL BE PRESSURE TREATED IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF THE
AMERICAN WOOD PRESERVERS' ASSOCIATION STANDARDS (AWPA).
3. NAIL FASTENING PATTERN SHALL ADHERE TO THE MOST STRINGENT OF THE NAIL SCHEDULE LISTED ON THE
CONSTRUCTION DOCUMENTS AND IN THE REFERENCED BUILDING CODE (CHAPTER 23), UNLESS NOTED
OTHERWISE.
4. FASTENERS SHALL BE COMMON NAILS, UNLESS NOTED OTHERWISE. PROVIDE GALVANIZED OR STAINLESS STEEL
FASTENERS WHERE EXPOSED, IN ALL SHEAR WALLS, IN ALL PRESSURE TREATED LUMBER, AND AS INDICATED IN THE
DRAWINGS/SPECIFICATIONS.
5. ALL CAST-IN-PLACE AND POST-INSTALLED ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S WRITTEN
RECOMMENDATIONS.
6. SUBSTITUTIONS MAY BE CONSIDERED FOR THE ANCHORS. SUBMIT SUBSTITUTION REQUEST WITH PUBLISHED DESIGN
LOADS AND METHODS FOR ATTACHMENT. SUBSTITUTION REQUESTS MUST BE SUBMITTED TO THE ENGINEER OF
RECORD PRIOR TO THE START OF CONSTRUCTION.
7. SAWN LUMBER JOISTS MAY BE NOTCHED AT ENDS A MAXIMUM OF ONE-FOURTH OF THE DEPTH OF THE JOIST.
CUTTING OR NOTCHING THE INTERIOR OF JOISTS IS NOT ALLOWED WITHOUT WRITTEN APPROVAL FROM THE
ENGINEER.
8. SAWN LUMBER JOISTS AND WALL STUDS MAY BE BORED FOR ELECTRICAL/MECHANICAL PENETRATIONS, PROVIDED
THAT THE BORE HOLE IS IN THE MIDDLE THIRD OF THE JOIST/STUD AND IS NO LARGER THAN THE SMALLER OF ONE
THIRD OF THE JOIST/STUD DEPTH. NO BORE HOLES/NOTCHES MAY BE WITHIN 6 INCHES OF THE NEXT ADJACENT
BORE HOLE/NOTCH.
9. ALL COLUMNS, POSTS, AND STUDS SHALL HAVE FULL END BEARING, UNLESS NOTED OTHERWISE.
10. STRUCTURAL BOLTS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1981. HOLES SHALL BE DRILLED NOT
MORE THAN 1/16" LARGER THAN BOLT DIAMETER.
11. COMMON NAILS SHALL CONFORM TO ASTM F1607. WHERE BORED HOLES ARE PROVIDED TO PREVENT SPLITTING OF
WOOD, THE DIAMETER OF THE BORED HOLE SHALL NOT EXCEED SEVENTY FIVE PERCENT (75%) OF THE NAIL OR
SPIKE DIAMETER. TOE NAILS SHALL BE DRIVEN AT AN ANGLE 30° FROM THE FACE OF ATTACHED MEMBER AND
STARTED ONE-THIRD (1/3) THE LENGTH OF THE WOOD FRAMING CONNECTORS.
12. CONNECTOR MODEL NUMBERS REFERENCED ON THE CONSTRUCTION DOCUMENTS ARE MANUFACTURED BY
SIMPSON STRONG-TIE. SUBSTITUTIONS ARE ACCEPTABLE WITH THE WRITTEN APPROVAL FROM THE ENGINEER OF
RECORD. UNLESS NOTED OTHERWISE, INSTALL THE SIZE AND QUANTITY OF CONNECTORS PRESCRIBED FOR THE
SPECIFIC CONNECTION TYPE IN ACCORDANCE WITH THE MOST RECENT MANUFACTURER'S CATALOG. FINISH ON ALL
CONNECTORS SHALL BE GALVANIZED. ADDITIONAL PROTECTION SHALL BE USED WHEN EXPOSED TO PRESSURE
TREATED LUMBER PER MANUFACTURER RECOMMENDATIONS.
13. ALL STRUCTURAL SAWN LUMBER FRAMING MEMBERS SHALL MEET THE FOLLOWING DESIGN SPECIFICATIONS LISTED
IN THE TABLE BELOW IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"
(NDS).
MEMBER TYPE
E
MODULUS OF
ELASTICITY
(PSI)
Fb
FLEXURAL
STRESS
(PSI)
Ft
TENSION
STRESS
(PSI)
Fc
COMPRESSION
PAR TO GRAIN
(PSI)
2X12 MEMBERS (NO.1
SOUTHERN PINE)1,600,000 1,000 650 1,400
Fc
COMPRESSION
PERP TO GRAIN
(PSI)
565
2X8 MEMBERS (NO.2
SOUTHERN PINE)550 1,350565
2X6 MEMBERS (NO.2
SOUTHERN PINE)600 1,400565
Fv
HORIZONTAL
SHEAR PAR
TO GRAIN
(PSI)
175
925
1,000
175
175
1,400,000
1,400,000
2X4 MEMBERS (NO.2
SOUTHERN PINE)675 1,4505651,100 1751,400,000
2X10 MEMBERS (NO.1
SOUTHERN PINE)1,400,000 800 475 1,300565 175
STRUCTURAL CONCRETE
1. CONCRETE WORK SHALL FOLLOW THE PRACTICES AND STANDARDS SPECIFIED IN SECTION CODES AND
STANDARDS.
2. CONCRETE PROPERTIES:
A. ALL CONCRETE SHALL CONFORM TO ASTM C94
B. ALL AGGREGATES SHALL CONFORM TO ASTM C33 (NORMAL-WEIGHT) & ACI 302.1
C. ALL CONCRETE SHALL BE CURED IN CONFORMANCE WITH ACI 301
D. ALL CONCRETE FORMWORK SHALL CONFORM WITH ACI 347
3. ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, UNLESS
THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN SUCH CASE, THE MIX
DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE
BATCH ON SITE. IN NO CASE SHALL THE DESIGN WATER TO CEMENTITIOUS MATERIAL RATIO BE EXCEEDED.
4. AGGREGATES DETERMINED TO BE ALKALI-CARBONATE REACTIVE (ACR), IN ACCORDANCE WITH ASTM C1778, ARE
NOT PERMITTED.
5. CONTRACTOR TO SUBMIT ALL PROPOSED CONCRETE ADMIXTURES TO EOR FOR APPROVAL.
6. CONTRACTOR AND REDI-MIX SUPPLIER SHALL SELECT A TARGET SLUMP FOR THE POINT OF DELIVERY FOR
CONCRETE MIXTURES USED FOR THIS PROJECT. SELECTED TARGET SLUMP SHALL NOT EXCEED 9 INCHES.
CONCRETE SHALL NOT SHOW VISIBLE SIGNS OF SEGREGATION. THE TARGET SLUMP INDICATED ON THE SUBMITTAL
SHALL BE USED AS THE BASIS FOR ACCEPTANCE DURING THE PROJECT. DETERMINE THE SLUMP BY ASTM
C143/C143M. SLUMP TOLERANCES SHALL BE IN ACCORDANCE WITH ACI 117.
7. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED TO BE VIBRATED
ONLY AROUND UNDER-FLOOR DUCTS, SLAB EDGES, REINFORCING, KEYS, ETC. MECHANICALLY VIBRATE ONLY THE
TOP 5 FEET OF DRILLED PIER CONCRETE. REVIBRATE TOP OF DRILLED PIER 15 MINUTES AFTER PLACING CONCRETE.
8. WHERE SPECIFIED, VERTICAL CONCRETE SURFACES ARE TO BE FORMED.
9. ALL EXPOSED CONCRETE CORNERS (BOTH VERTICAL & HORIZONTAL) SHALL HAVE A 3/4" CHAMFER OR ROUNDED
TOOLED EDGE.
10. THE REQUIREMENTS OF MECHANICAL, ELECTRICAL AND PLUMBING FOR EMBEDDED ITEMS INCLUDING PIPE, CONDUIT,
EMBEDDED STEEL, AND BOLTS ARE TO BE CHECKED PRIOR TO EACH CONCRETE POUR. VERIFY ALL ANCHOR BOLT
LOCATIONS AND EQUIPMENT OPENINGS AGAINST CERTIFIED VENDOR DRAWINGS.
11. ALL CONCRETE SHALL CURE A MINIMUM OF 7 DAYS AFTER POURING, AND SHALL REMAIN UNLOADED UNTIL
CONCRETE HAS REACHED 80% OF THE 28 DAY DESIGN STRENGTH, UNLESS APPROVED BY THE ENGINEER OF
RECORD.
12. UNLESS OTHERWISE SPECIFIED, CONCRETE TEMPERATURE AS DELIVERED SHALL NOT EXCEED 95 DEGREES
FAHRENHEIT NOR BE LESS THAN 55 DEGREES FAHRENHEIT FOR SECTION SIZE <12", 50 DEGREES FAHRENHEIT FOR
12" - 36". TEMPERATURE OF CONCRETE AS PLACED SHALL NOT EXCEED THESE VALUES BY MORE THAN 20
DEGREES FAHRENHEIT.
CONCRETE MIX REQUIREMENTS
CONCRETE
TYPE
28 DAY
COMPRESSIVE
STRENGTH
(f'c, PSI)
AIR CONTENT
(+/- 1.5%)
(AE=AIR
ENTRAINED)
MAX W/C
RATIO
MAX NOM
AGG SIZE
(IN)
CEMENT
TYPE
FLYASH %
(OF TOTAL
CEMENT)
EXPOSURE
CLASSES
0.45 10-206% (AE)I/II4,000FOOTINGS AND
STEM WALLS 3/4 F2, S0, W1, C1
REINFORCING STEEL
1. REINFORCING STEEL SHALL FOLLOW THE PRACTICES AND STANDARDS SPECIFIED IN
SECTION CODES AND STANDARDS.
2. TYPICAL REINFORCING BAR STRENGTHS
A. REINFORCING (NON-WELDABLE) ASTM A615, DEFORMED
Fy= 60 KSI (420 MPa)
B. REINFORCING (WELDABLE) ASTM A706, DEFORMED
Fy= 60 KSI (420 MPa)
C. WELDED WIRE REINFORCEMENT ASTM A1064
Fy = 75 KSI (520 MPa)
3. CONCRETE COVER FOR REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI
318 OR ACI 350, UNLESS OTHERWISE NOTED.
4. DETAILING, FABRICATION, SUPPORT, AND PLACING OF ALL BARS SHALL BE PER CRSI
SPECIFICATIONS/HANDBOOKS AND THE LATEST ACI CODES AND DETAILING MANUALS.
5. ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES
IN CONCRETE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
6. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS.
7. ALL REINFORCING TO BE WELDED SHALL BE WELDED IN ACCORDANCE WITH AWS D1.4. NO
TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF
PROCEDURE BY ENGINEER OF RECORD.
8. REINFORCING BAR HOOKS AND BENDS SHALL BE ACI STANDARD DIMENSIONS, UNLESS
NOTED OTHERWISE.
9. REINFORCING BARS SHALL NOT BE BENT OR STRAIGHTENED IN A MANNER THAT WILL
DAMAGE THE MATERIAL. BARS WITH KINKS OR IMPROPER BENDS SHALL NOT BE USED. NO
BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE FIELD BENT, EXCEPT AS SHOWN ON
THE DRAWINGS OR AS PERMITTED BY THE ENGINEER.
10. NO REINFORCING STEEL SHALL BE FIELD BENT WITHOUT THE APPROVAL OF THE ENGINEER
OF RECORD. FIELD BENDING OF PLAIN REINFORCEMENT, IF PERMITTED, SHALL BE
PERFORMED USING AN APPROVED AND APPROPRIATE SIZED PORTABLE HYDRAULIC DEVICE
THAT MAKES ACI STANDARD RADIUS BENDS. NO OTHER FIELD BENDING METHOD SHALL BE
PERMITTED.
11. REINFORCING LAP SPLICES IN CONCRETE SHALL BE PER TYPICAL DETAILS UNLESS NOTED
OTHERWISE. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL. PROVIDE BENT CORNER
BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF
FOOTINGS AND WALLS.
12. ALL SPLICING OF REINFORCING BARS SHALL BE DONE BY LAPPING UNLESS OTHERWISE
APPROVED. BARS SPLICED BY NON CONTACT LAP SPLICES IN FLEXURAL MEMBERS SHALL
NOT BE SPACED TRANSVERSELY FARTHER APART THAN ONE-FIFTH THE REQUIRED SPLICE
LENGTH NOR 6 INCHES.
13. LAP SPLICE LENGTHS FOR DEFORMED BARS SHALL BE ACI 318 CLASS B TENSION LAP
SPLICES UNLESS OTHERWISE NOTED ON DESIGN DRAWINGS.
14. LAP SPLICES FOR ADJACENT BARS SHALL BE STAGGERED. STAGGERED SPLICE
REQUIREMENTS DO NOT APPLY TO BEAMS AND COLUMNS.
15. ALL SPLICES NOT DETAILED ON DESIGN DRAWINGS SHALL BE TAKEN AS TENSION LAP
SPLICES.
16. LAP IN WELDED WIRE REINFORCEMENT SHALL BE MADE SO THAT THE OVERLAP MEASURED
BETWEEN THE OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS THAN THE
SPACING OF CROSS WIRES PLUS TWO INCHES.
17. PROVIDE DOWELS IN FOUNDATIONS THE SAME SIZE AND SPACING AS VERTICAL WALL
REINFORCING. DOWELS TO HAVE A FULL TENSION LAP SPLICE WITH THE WALL
REINFORCING, UNLESS NOTED OTHERWISE.
18. WELDED WIRE REINFORCEMENT SHALL BE FLAT SHEETS AND NOT FROM A ROLLED BUNDLE.
ADJACENT EDGES SHALL OVERLAP A MINIMUM OF 8". PLACEMENT SHALL BE AS NOTED
AND SHALL BE SUPPORTED SUCH THAT NO UNDUE DEFLECTION OR MOVEMENT WILL
OCCUR FROM THE PLACEMENT OF CONCRETE OR THE WEIGHT OF PERSONNEL.
19. DIMENSIONS GIVEN FOR BENT OR HOOKED BARS ARE OUT TO OUT.
20. PROVIDE TWO LONG DIAGONAL BARS IN TOP FACE OF ALL REENTRANT CORNERS IN SLABS
UNLESS NOTED OTHERWISE.
21. ALL REINFORCING BARS AT REENTRANT CORNERS SHALL EXTEND FOR THE FULL BAR
DEVELOPMENT LENGTH PAST THE CORNERS UNLESS NOTED.
REINFORCING CLEAR COVER TABLE
TYPE CONCRETE CLEAR COVER (IN)
PERMANENTLY EXPOSED TO OR CAST AGAINST EARTH 3
EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER)1 1/2
2
1
1 1/2
EXPOSED TO EARTH OR WEATHER (#6 OR LARGER)
NOT EXPOSED TO EARTH OR WEATHER (#11 OR SMALLER)
NOT EXPOSED TO EARTH OR WEATHER (#12 OR LARGER)
CONCRETE DEVELOPMENT/LAP SPLICE SCHEDULE (f'c = 3 KSI)
BAR SIZE
DEVELOPMENT LENGTH (IN)
4 22 33 29 43
BAR TYPE 1*BAR TYPE 2*
LAP SPLICE LENGTH, CLASS B (IN)
BAR TYPE 1*BAR TYPE 2*
5 28 42 37 55
6 33 50 43 65
7 48 72 63 94
8 55 83 72 108
9 62 93 81 121
+ +
*BAR TYPE 1 - CLEAR SPACING OF BARS BEING DEVELOPED OR LAP SPLICED NOT LESS THAN Db, CONCRETE
COVER NOT LESS THAN Db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM.
BAR TYPE 2 - OTHER CASES
+WHERE HORIZONTAL REINFORCEMENT IS PLACED SUCH THAT MORE THAN 12 INCHES OF FRESH CONCRETE IS
CAST BELOW THE DEVELOPMENT LENGTH OR SPLICE, INCREASE THE LENGTHS SHOWN BY A FACTOR OF 1.3.
1. POST-INSTALLED ANCHORS SYSTEMS SHALL COMPLY WITH THE LATEST REVISION OF ICC-ES ACCEPTANCE
CRITERIA AND HAVE A VALID ICC-ES REPORT IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE.
2. ANCHORS HAVE BEEN DESIGNED ASSUMING HAMMER DRILLED HOLES, DRY CONCRETE, AND CRACKED
CONCRETE CONDITIONS. CONTRACTOR IS RESPONSIBLE FOR UTILIZING APPROPRIATE METHODOLOGY TO MEET
THESE DESIGN ASSUMPTIONS.
3. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED ITS DESIGN STRENGTH, AND
ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING CURED FOR A MINIMUM OF 21 DAYS.
4. FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL DETAIL. USE EMBEDMENT RECOMMENDED BY
MANUFACTURER WHERE NO EMBEDMENT IS SHOWN.
5. MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON ALL POST-INSTALLED
ANCHORS FOR ANCHOR INSTALLER. TRAINING IS TO BE APPROPRIATELY TIMED TO MEET THE NEEDS OF THE
PROJECT. INSTALL ANCHORS PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).
6. NO EXISTING REINFORCING OR PRE-STRESSING STRANDS SHALL BE CUT WHEN INSTALLING ANCHORS INTO
EXISTING CONCRETE COLUMNS, BEAMS, WALLS, OR SLABS WITHOUT APPROVAL BY THE ENGINEER OF RECORD
ON A CASE BY CASE BASIS.
7. ANCHORS SHALL BE INSTALLED USING A HAMMER DRILL WITH CARBIDE BIT AND AN AUTOMATIC SHUT-OFF
DEVICE DESIGNED TO STOP DRILLING IF THE BIT COMES INTO CONTACT WITH REINFORCING STEEL.
8. NOTIFY ENGINEER TO PROVIDE ASSISTANCE WHEN THE DRILL BIT HITS REBAR TO AVOID FURTHER DAMAGE TO
THE CONCRETE STRUCTURE.
9. INSTALLATION OF CHEMICAL BOND ADHESIVE ANCHORS SHALL BE SUBJECT TO REQUIREMENTS OF
MANUFACTURER'S WRITTEN PROCEDURES. SEE MANUFACTURER'S ICC-ESR REPORTS FOR INSTALLATION
PROCEDURE AND COMPLETE INSTRUCTIONS.
10. WHEN PREPARING THE ANCHOR HOLE, FOLLOW THE STEPS AS DIRECTED IN THE SETTING INSTRUCTIONS
BOOKLET SUPPLIED WITH THE PRODUCT OR SEE ICC-ESR REPORTS FOR PREPARATION REQUIREMENTS.
INSPECTORS MUST INSPECT THE HOLE TO INSURE BORE HOLE IS CLEAN AND FREE OF DEBRIS.
11. CHEMICAL ADHESIVE ANCHORS SHALL BE ALLOWED TO ADEQUATELY SET PRIOR TO LOADING THE ANCHORS.
12. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL
ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT
THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED
PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC-ESR SHOWING COMPLIANCE WITH
THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND
AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO
CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.
13. CONTACT MANUFACTURER'S ENGINEER OR TECHNICAL SERVICES REPRESENTATIVE WITH ANY POST INSTALLED
ANCHOR QUESTIONS.
a. POST-INSTALLED ANCHORAGE SHALL BE AS SPECIFIED ON DRAWINGS.
POST-INSTALLED ANCHORS:
8
A
B
34567 12
C
D
E
F
G
H
8 34567 12
A
B
C
D
E
F
G
H
REVISION RECORDSHEET OFDATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:DRAWING NO.:2704 Cherokee Farm Way • Suite 101 • Knoxville, TN 37920Ph: 865.977.9997 - Fax: 865.977.9919www.cecinc.comP:\310-000\311-804\-CADD\Revit\311-804_Structural_CENTRAL_R24.rvtNTSREI REAL ESTATE SERVICES, LLCFISHING PIER DESIGN11335 N. MICHIGAN ROADCARMEL, INDIANA 46077STRUCTURAL NOTESCRSRTJRTJ311-804JANUARY 2024S100
1 5NO DATE DESCRIPTION0 1/23/24 ISSUE FOR BID
1/23/24