HomeMy WebLinkAbout(08) S3-0011
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GENERAL NOTES:
ALL CONSTRUCTION SHALL COMPLY WITH THE INTERNATIONAL BUILDING CODE 2012 AS AMENDED BY INDIANA
BUILDING CODE.
THE STRUCTURAL ENGINEERS OF RECORD ARE RESPONSIBLE FOR THE ADEQUACY OF THE STRUCTURAL DESIGN
AS SHOWN IN THE CONTRACT DOCUMENTS WHICH DEPICTTHE STRUCTURE IN ITS COMPLETED FORM. THE
STRUCTURE IS DESIGNED TO BE CAPABLE OF WITHSTANDING CODE PRESCRIBED DESIGN FORCES AND FULLY
STABLE WHEN THE STRUCTURE IS FULLY CONSTRUCTED (I.E., FULLY BUILT). IT IS SOLELY THE RESPONSIBILITY OF
OTHERS TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AS WELL AS TO PROVIDE FOR THE SAFETY OF
THE STRUCTURE AND ITS COMPONENTS PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF SHORING,
SHEETING, TEMPORARY BRACING, GUYS, TIE DOWNS, OR DEWATERING WHICH MIGHT BE NECESSARY. SUCH
MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTYAFTER THE COMPLETION OF THE PROJECT.
THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DRAWING DIMENSIONS AND CRITICAL DIMENSIONS OF
EXISTING STRUCTURE PRIOR TO WORK OR FABRICATION. ANY CONFLICTS OR DISCREPANCIES FOUND IN THE
DRAWINGS OR SITE CONDITIONS SHALL BE PROMPTLY REPORTED TO THE ENGINEER.
THE CONTRACTOR IS RESPONSIBLE FOR MEETING ALL SAFETY STANDARDS
DESIGN IS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE 2012 AND THE INDIANA BUILDING CODE
LIVE LOADS:
RESIDENTIAL FLOOR LOAD:
40 PSF
PARTITION ALLOWANCE (LL <= 80 PSF)
15 PSF
RESIDENTIAL PUBLIC CORRIDORS:
100 PSF (NR)
ASSEMBLYAREAS:
100 PSF (NR)
BALCONIES:
60 PSF
ROOF LOAD:
20 PSF
LIVE LOADS ARE REDUCED AS PERMITTED PER CODE FOR BEAMS AND COLUMNS. (NR)
INDICATES LIVE LOADS THAT ARE NOT REDUCED.
CEILING AND MECHANICAL ALLOWANCE
10 PSF
SNOW LOADS
GROUND SNOW LOAD (pb: 20 PSF
FLAT -ROOF SNOW LOAD (p,): 20 PSF
SNOW LOAD IMPORTANCE FACTOR (6): 1.0
THERMALFACTOR(0): 1.0
WIND DESIGN DATA:
BASIC WIND SPEED (3-SECOND GUST): 115 MPH
WIND IMPORTANCE FACTOR (6): 1.0
RISK CATEGORY: II
WIND EXPOSURE: B
INTERNAL PRESSURE COEFFICIENT (GC#): 0.55
COMPONENTS & CLADDING:
THE COMPONENTS & CLADDING (C&C) WIND PRESSURES SHOWN ASSUME A MEAN ROOF HEIGHT OF
48'-8" ABOVE FINISHED FLOOR ELEVATION. ALL COMPONENTS SHALL BE DESIGNED TO RESIST THE
PROVIDED PRESSURES, WHICH SHALL BE CLEARLY DEFINED ON ALL SHOP DRAWINGS. REFER TO
WIND ZONE DIAGRAM FOR ZONE LOCATIONS. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING
TOWARD AND AWAY FROM SURFACES, RESPECTIVELY.
THE COMPONENTS & CLADDING WIND ZONE DIAGRAM IS GENERALIZED TO SHOW ALL POSSIBLE
CONDITIONS. THE DIAGRAM SHAPE MAY NOT MATCH THE SPECIFIC LAYOUT FOR THIS PROJECT.
A = T-8"
INTERNAL PRESSURE COEFFICIENT = t0.18
WIND PRESSURES SHOWN ARE STRENGTH/STRESS LEVEL.
PARAPET WIND PRESSURE FOR CORNERS SHALL BE 102 PSF AND FOR INTERIOR SHALL BE 77 PER
COMPONENTS &CLADDING WIND PRESSURES
Zone
Effective
Wind Area
(sq it)
Mac.+VE
Pressure
(Pat)
Mac NE
Pressure
lost)
1 Roof In is
10
12
29
1-Roof Interior
100
10
47
1-Roof Interior
2500
10
-27
2 Rod Edge
10
10
49
2 Rod Edge
100
10
32
2-Roof Edge
>_50D
17
-32
3 Roof Comer
10
12
74
3 Roof Comer
100
10
32
3 Roof Caner
>_50D
10
-32
4 Walllntericr
10
30
-32
4 Walllntenor
1 100
1 30
1 -28
4-Walllnterior
2500
22
-25
5 Wall Edge
10
30
11 -39
5-Wall Edge
10D
30
-31
5 Wall Edge
2SOD
22
-25
SEISMIC IMPORTANCE FACTOR(6): 1.0
RISK CATEGORY: II
SITE CLASS: C
MAPPED SPECTRAL RESPONSE ACCELERATIONS:
So: 0.147
Si: 0.082
SPECTRAL RESPONSE COEFFICIENTS:
BIDS: 0.118
Sol: 0.093
SEISMIC DESIGN CATEGORY: B
BASIC SEISMIC -FORCE -RESISTING SYSTEMS:
FIRST FLOOR: MOMENT FRAMES - STEEL SYSTEMS NOT SPECIFICALLY
DESIGNED FOR SEISMIC RESISTANCE, EXCLUDING CANTILEVER
COLUMN SYSTEMS
SECOND, THIRD, AND FOURTH FLOORS: LIGHT -FRAME (WOOD) WALLS
SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE.
MOMENT FRAMES - STEEL SYSTEMS NOT SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCE
DESIGN BASE SHEAR (V): 150 KIPS
SEISMIC RESPONSE COEFFICIENTS (Co): 0.039 (LOWER SYSTEM), 0.018 (UPPER SYSTEM)
RESPONSE MODIFICATION FACTORS (R): 3 (LOWER SYSTEM), 6.5 (UPPER SYSTEM)
ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE, LINEAR
ELASTIC STATIC ANALYSIS
SHOP DRAWINGS:
THE CONTRACTOR SHALL REVIEW, STAMP WITH THEIRAPPROVAL, DATE AND SIGN ALL SHOP DRAWINGS REQUIRED
BY THE CONTRACT DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER. AT THE TIME OF SUBMISSION, THE
CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION IN THE SHOP DRAWINGS FROM THE
REQUIREMENTS OF THE CONTRACT DRAWINGS. AS A MINIMUM, SHOP DRAWINGS SHALL BE SUBMITTED FOR THE
FOLLOWING:
STRUCTURAL STEEL
STEEL DECKING
OPEN WEB WOOD TRUSSES
STRUCTURAL STEEL:
MATERIALS:
PLATES, ANGLES ASTM A36
C BEAMS ASTM A992, MIN YIELD POINT= 50 KSI
WIDE FLANGE BEAMS ASTM A992, MIN YIELD POINT= 50 KSI
TUBE SHAPES (HSS) ASTM A500, GRADE C OR ASTM At 085
BOLTS ASTM F3125, GRADE A325
NUTS ASTM A563, GRADE DH
HARDENED WASHERS ASTM F436
TENSION INDICATOR WASHERS ASTM F959, TYPE A325
ANCHOR BOLTS ASTM F1554, GRADE 36 (U.N.O.)
WELD FILLER METAL
MINIMUM TENSILE STRENGTH 70 KSI
MINIMUM YIELD STRENGTH 58 KSI
ELONGATION 225SMINIMUM
SHOP PAINT ALL NEW STRUCTURAL, MISCELLANEOUS AND EMBEDDED STEEL, EXCEPT THOSE SURFACES IN CONTACT WITH CONCRETE, WITH
ONE COAT OF APPROVED PRIMER.
ANY SCARRED AREAS SHALL BE TOUCHED UP WITH THE SAME PAINT AFTER ERECTION.
ALL BOLTED CONNECTIONS SHALL BE SNUG -TIGHTENED JOINTS UNLESS NOTED OTHERWISE. PROVIDE MECHANISM TO PREVENT NUTS IN SNUG -
TIGHT JOINTS FROM BECOMING LOOSE (LOCK NUTS, LOCK WASHERS, JAM NUTS, BURRING THREADS AFTER INSTALLATION, ETC).
ALL ANCHOR BOLT NUTS SHALL BE INSTALLED AS "SNUG TIGHT". PROVIDE LOCK WASHER, BURR THREADS, DOUBLE NUT, OR TACK WELD TO
PREVENT NUT FROM BECOMING LOOSE.
THE CONTRACTOR IS RESPONSIBLE FOR SETTING ALLANCHOR BOLTS AND EMBEDDED ITEMS ACCURATELY AND ENSURING THEYARE NOT
DAMAGED DURING CONSTRUCTION. COSTS ASSOCIATED WITH REDESIGN DUE TO IMPROPERLY PLACED OR DAMAGED ANCHOR BOLTS OR
EMBEDDED ITEMS SHALL BE ASSUMED BYTHE CONTRACTOR.
STEEL CONSTRUCTION SHALL CONFORM TO AISC 303-10. PROVIDE WASHERS WHEN REQUIRED BY THE RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS (RCSC) "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS"
THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT THE PRIOR APPROVAL OF
THE ENGINEER OR AS NOTED.
ALL WELDING SHALL CONFORM TO AWS D1.1.
PROVIDE GROUT CONFORMING TO ASTM C1107 WHEN GROUT IS SPECIFIED ON THE DRAWINGS.
STEEL DECK:
STEEL DECK SHALL BE OF THE SIZE AND TYPE NOTED ON THE PLANS.
ALL STEEL DECKING SHALL CONFORM TO ANSI/SDI RD-2010 STANDARDS. STEEL DECKING SHALL BE GALVANIZED PER ASTM A653, G60 UNLESS
NOTED OTHERWISE.
MINIMUM DECK GAGES ARE SHOWN ON THE PLANS AND ARE BASED ON 3-SPAN, UNSHORED CONDITIONS. SHORING OR HEAVIER DECK MAY BE
REQUIRED FOR OTHER CONDITIONS, DEPENDING ON THE MANUFACTURER'S AND CONTRACTOR'S LAYOUT. THE DECK SUPPLIER SHALL CONFIRM
THE DECK SIZE FOR THE ACTUAL LAYOUT AND PROVIDE THE ENGINEER OF RECORD WITH ENGINEERING CALCULATIONS OR PUBLISHED
MANUFACTURER'S DATA VERIFYING THE SPECIFIED DECK REQUIREMENTS. PROVIDE ENGINEERED AND CHECKED SHOP DRAWINGS INDICATING
LOCATION, GAGE, AND SIZE OF EACH PIECE OF DECKING. THE DRAWINGS SHALL CLEARLY SHOW WELDING DETAILS TO STRUCTURAL FRAMING
AND SIDE LAP CONNECTION DETAILS. WHEREVER POSSIBLE THE METAL DECK SHALL BE CONTINUOUS OVER ALL SPANS IN THE DIRECTION
INDICATED.
ALL STEEL DECKING SHALL BE WELDED AT 61NCHES MAXIMUM ON CENTER TO THE SUPPORTING STEEL WITH 5/81NCH EFFECTIVE DIAMETER
PUDDLE WELDS. ALTERNATIVELY, DECKING MAY BE ATTACHED TO EACH SUPPORT WITH HILITI X-EDNI 19 FASTENERS (OR APPROVED EQUAL) AT
6 INCHES ON CENTER. SIDELAP SEAMS SHALL BE CONNECTED WITH (3) #10-16 3/4" HW H TEK SCREWS (OR APPROVED EQUAL), EQUALLY SPACED
BETWEEN EACH SUPPORTING BEAM.
LOOSE ANGLE LINTELS:
MASONRY VENEER LINTEL SUPPORT: THE STEEL FABRICATOR SHALL SUPPLY LOOSE LINTEL ANGLES OVERALL BRICK MASONRY OPENINGS AND
RECESSES FOR BRICK VENEER. PROVIDE ANGLE SIZE AND BEARING LENGTH, EACH END PER THE SCHEDULE BELOW:
OPENING WIDTH ANGLE SIZE BEARING LENGTH FACE OF BRICK SETBACK
3'-1"AND LESS L3%X3%X5/ifi 8" 3r4"
•T-VTO 4'-4" L 5 X 3'6X 5/16 LLV 8" 3/4"
> T-90 TO 7-00 L 6 X 4 X 5/16 LLV 8° 3/4"
• 7'-0" TO 8-9" L 7 X 4 X 3r8 LLV 8" 7/8"
•W-7"TO 11-5" L 8 X 4X'/. LLV 8" 7/8'
ALL STEEL MASONRY VENEER SUPPORT ANGLES (OR OTHER SPECIFIED STEEL SECTIONS) SHALL BE GALVANIZED, UNLESS NOTED OTHERWISE.
CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. CONCRETE SHALL HAVE A MAXIMUM WATER -CEMENT RATIO OF 0.45.
SPECIFIED 28-DAY COMPRESSIVE STRENGTH (fc):
SLAB -ON -PODIUM: 4000 PSI
SLAB ON METAL DECK: 3000 PSI
A CONCRETE STRENGTH TEST SHALL BE THE AVERAGE OF THE STRENGTH OF AT LEAST TWO 6 INCH DIAMETER BY 12 INCH TALL CYLINDERS OR
AT LEAST THREE 41NCH DIAMETER BY 8INCH TALL CYLINDERS MADE FROM THE SAME SAMPLE OF CONCRETE AND TESTED AT28 DAYS.
STRENGTH LEVEL OF AN INDIVIDUAL CLASS OF CONCRETE SHALL BE CONSIDERED SATISFACTORY IF BOTH OF THE FOLLOWING REQUIREMENTS
ARE MET:
A. EVERY ARITHMETIC AVERAGE OF ANY THREE CONSECUTIVE STRENGTH TESTS EQUALS OR EXCEEDS SPECIFIED I'm AND
B. NO INDIVIDUAL STRENGTH TEST FALLS BELOW f, BY MORE THAN 500 PSI WHEN f, IS 5000 PSI OR LESS; OR BY MORE THAN 0.10xf.
WHEN f'm IS MORE THAN 5000 PSI.
CONCRETE SUPPLIED SHALL MEET THE REQUIREMENTS OF ACI 301-16, SECTION 4.2.2 FOR EXPOSURE CATEGORIES:
SLAB -ON -PODIUM: FO, $0, WO, CO
CONCRETE EXPOSED TO FREEZING: F2, SO, WO, CO
SLAB ON METAL DECK: FO, SO, WO, CO
CONTRACTOR SHALL SUBMIT A QUALITY CONTROL PLAN IN ACCORDANCE WITH ACI 301.
SELF -CONSOLIDATING CONCRETE IS ALLOWED.
WHERE CONSTRUCTION JOINTS ARE PERMITTED AND UTILIZED ROUGHEN CONCRETE SURFACE TO INTERNATIONAL CONCRETE REPAIR
INSTITUTE CONCRETE SURFACE PROFILE CSP10 PRIOR TO CASTING FRESH CONCRETE.
INSTALL 3/4" CHAMFERS ON ALL EXPOSED CONCRETE CORNERS.
CURE CONCRETE USING PONDING, CONTINUOUS FOGGING, CONTINUOUS SPRINKLING, OR APPLICATION OF MATS OR FABRIC KEPT
CONTINUOUSLY WET. CURE CONCRETE FOR THE LESSER OF SEVEN (7) DAYS AFTER PLACEMENT OR UNTIL THE CONCRETE HAS ATTAINED A
STRENGTH EQUAL TO AT LEAST 70% OF fc FOR FIELD -CURED TEST SPECIMENS IN ACCORDANCE WITH ASTM C31 TESTED IN ACCORDANCE WITH
ASTM C39.
INTERIOR CONCRETE SLABS ON GRADE SHALL BE TROWEL FINISHED. EXTERIOR CONCRETE SLABS OR FLATWORK SHALL BE BROOM FINISHED.
FORMED SURFACES SHALL BE SURFACE FINISH-2.0 (SF-2.0) IN ACCORDANCE WITH ACI 301-16, SECTION 5.3.3.3.b. PROVIDE A RUBBED FINISH FOR
ALL FORMED SURFACES.
ALL CONCRETE FORMWORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301-16. SUBMIT MANUFACTURER'S DATA SHEET ON FORM TIES,
EXPANSION JOINT MATERIAL. WATERSTOP MATERIALS AND SPLICES IN ACCORDANCE WITH ACI 301-16. SECTION 2.1.2.2.
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ALL CONCRETE REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 SECTION 3
ALL REINFORCING STEEL BARS SHALL BE ASTM A615.
MINIMUM YIELD STRENGTH OF STEEL BARS (fy) = 60 KSI
REINFORCING STEEL SHOULD BE DETAILED AND PROVIDED SUCH THAT THE NUMBER OF SPLICES ARE MINIMIZED. LAP SPLICES SHALL BE CLASS B
SPLICES UNLESS OTHERWISE NOTED. WHERE SPLICING IS REQUIRED, THE FOLLOWING MINIMUM SPLICE LENGTH IN INCHES SHALL BE PROVIDED:
CLASS A CLASS B
#3 BARS 19 25
#4 BARS 26 34
#5 BARS 32 42
#6 BARS 38 49
BENT BARS SHALL BE COLD BENT. HEAT -BENDING IS NOT PERMITTED.
BENDS SHALL BE "STANDARD HOOKS" IN ACCORDANCE WITH ACI 301 SECTION 3 UNLESS NOTED OTHERWISE.
FIELD WELDING OF REINFORCEMENT IS NOT PERMITTED UNLESS SPECIFICALLY NOTED OTHERWISE OR PERMITTED IN WRITING BY THE
RESPONSIBLE ENGINEER OF THE DESIGN DRAWINGS.
WELDED WIRE MESH SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185.
WELDED WIRE MESH SHALL BE 6x6-W4.OxW4.0 UNLESS NOTED OTHERWISE. SPLICE LENGTH FOR WELDED WIRE MESH SHALL BE 12 INCHES
UNLESS NOTED OTHERWISE.
MECHANICAL ANCHORS SHALL BE HILTI KWIK HUS-EZ SCREW ANCHORS CONFORMING TO THE REQUIREMENTS OF ICC-ES ESR-3027 FOR THE
MANUFACTURE AND INSTALLATION OF THE ANCHOR. INSTALL ALL ANCHORS WITH 4" EFFECTIVE EMBEDMENT UNLESS NOTED OTHERWISE.
ALTERNATIVELY, SIMPSON STRONG -TIE TITEN HD SCREW ANCHORS CONFORMING TO THE REQUIREMENTS OF ICC-ES ESR-2713 MAYBE
SUBSTITUTED WITH THE SAME EMBEDMENT DEPTH.
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ADHESIVE ANCHORS SHALL BE DEWALT AC200+ADHESIVE ANCHORING SYSTEM CONFORMING TO THE REQUIREMENTS OF ICC-ES ESR-4027 FOR
THE MANUFACTURE, INSTALLATION, AND INSPECTION OF THE ANCHOR SYSTEM. ALTERNATELY HILTI HIT-HY 200 ADHESIVE ANCHORING SYSTEM
CONFORMING TO THE REQUIREMENTS OF ICC-ES ESR-3187 MAY BE SUBSTITUTED WITH THE SAM EMEBEDMENT LENGTH. ALL THREADED ROD
SHALL BE ASTM A449 TYPE 1. HOT DIP GALVANIZE ALL THREADED ROD. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563DH. ALL
THREADED ROD SHALL BE CLEAN, STRAIGHT AND CONTINUOUSLY THREADED WITH UNC COARSE THREADS. INSTALL ALL ANCHORS WITH 5"
EFFECTIVE EMBEDMENT UNLESS NOTED OTHERWISE. ALL HOLES SHALL BE HAMMER DRILLED. ANCHORS SHALL BE INSTALLED IN SURFACE DRY
CONCRETE WITH CLEAN, DRY HOLES IN THE CONCRETE ('WATER SATURATED CONCRETE" CONDITIONS). THE MINIMUM ALLOWABLE AGE OF THE
CONCRETE IS 21 DAYS.
ryMENOMONEE
SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT PROVIDED IN THE SECTIONS BELOW.
MATERIALS:
a. ALL CONCRETE MASON RY UNIT (CM U) WALL ASSEMB U ES SHALL HAVE A M IN IM UM COMPRESSIVE STRE NGTH
(fm) OF 2000 PSI, UNLESS OTHERWISE NOTED.
b. REINFORCING SHALL BE GRADE 60 STEEL CONFORMING TO ASTM A615, UNLESS OTHERWISE NOTED.
CONSTRUCTION:
a. ALL MASONRY WALLS SHOWN ON STIR UCTURAL PLANS AR E LOAD-BEARIN G, UNLESS NOTED OTHE RWISE.
b. SEE ARCHITECTURAL DRAWINGS FOR ALL OPENING DIMENSIONS AND LOCATIONS.
C. ALL CELLS WITH VERTICAL REINFORCING AND ALL BOND BEAMS SHALL BE SOLID GROUTED PER THE FULL
HE IG HT AND WIDTH OF WALL IN WHICH THEY ARE LOCATED.
d. COM PRESSNE STRENGTH OF CM U ASSE MBLIES SHALL BE VERIFIED BY P RISM TESTIN G BE FORE AND D URI NG
CONSTRUCTION.
e. RUNNING BOND SHALL BE USED FOR ALL MASONRY WORK UNLESS OTHERWISE NOTED.
I. SEE ARCHITECTURAL DRAWINGS FOR MASONRY VENEER JOINT LOCATIONS.
g. HOLLOW MASONRY UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL
EDGES OF FACE SHELLS. WEBS SHALL ALSO BE BEDDED IN MORTAR AT ALL UNITS.
In. GROUTING OPERATIONS FOR ANY SECTION WALL SHALL BE COMPLETED OVER 1-DAY DURATION WITH NO
INTERRUPTIONS IN GROUTING PLACEMENT GREATER THAN 1-HOUR. GROUT PLACEMENT SHALL BE STOPPED
1 '/:° BELOW THE TOP COURSE OF BLOCK OR'/:° BELOW THE TOP OF BOND BEAMS TO BE COMPLETED DURING
THE OPERATIONS THAT DAY TO FORM A KEY.
REINFORCING:
TYPICAL REINFORCING:
8" CMU:
VERTICAL BARS: #5 AT 24" O.C. AT CENTERLINE
HORIZONTAL BARS: (2) #4x CONT. AT B'-O" O.C. IN BOND BEAMS
12" CMU:
VERTICAL BARS: #6 AT 24" O.C. AT EACH FACE
HORIZONTALBARS: (2)#4x CONT.AT4'-0"O.C. IN BOND BEAMS
a. MINIMUM WALL REINFORCING NOTED IN THIS SECTION SHALL BE PROVIDED TYPICALLY, UNLESS OTHERWISE
NOTED ON PLANS, DETAILS AND WALL ELEVATIONS:
b. PROVIDE JOINT REINFORCING AT ALL WALLS PER SPECIFICATIONS IN ADDITION TO HORIZONTAL REINFORCING
REQUIREMENTS.
C. WHERE SINGLE BAR HORIZONTAL REINFORCING IS PROVIDED, STAGGER THE PLACEMENT OF THE BARS
EITHER SIDE OF THE VERTICAL BARS OVER THE HEIGHT OF THE WALL.
d. PROVIDE ADDITIONAL REINFORCING AT WALL ENDS, OPENING JAMBS AND INTERSECTIONS.
e. ADDITIONAL VERTICAL REINFORCING EACH SIDE OF OPENINGS SHALL RUN CONTINUOUS BETWEEN
FOUNDATION AND FLOOR/ROOF AND FLOOR-TO-FLOOR/ROOF UNLESS SPECIFICALLY NOTED OTHERWISE.
I. WHEN EACH FACE VERTICAL REINFORCING IS REQUIRED PLACE BAR CENTERLINES 2 5/8" FROM EACH FACE
OF MASONRY, UNLESS OTHERWISE NOTED.
g. LINTELS SHALL BE REINFORCED WITH (2) #5 X CONTINUOUS HORIZONTAL BARS IN LINTEL BLOCKS, UNLESS
OTHERWISE NOTED (SEE ELEVATIONS). EXTEND THE REINFORCING S-4"PAST THE EDGE OF OPENING BELOW,
EACH SIDE, WITH STANDARD ACI 90 DEGREE DOWNWARD HOOKS. WHERE LESS THAN 3'-4" IS NOTAVAILABLE
BEFORE AN ADJACENT WALL END OR OPENING, EXTEND REINFORCING TO 3" CLEAR FROM ADJACENT WALL
END OR OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWNWARD HOOK. THIS MINIMUM LINTEL
REINFORCING IS REQUIRED AT ALL NON -LOAD BEARING WALL AND INTERIOR PARTITION LINTEL CONDITIONS
AS WELL. ALL LINTEL BEAMS SHALL HAVE A MINIMUM DEPTH OF 24 INCHES AND SHALL BE GROUTED SOLID
FOR THEIR FULL LENGTH INCLUDING S-4" PAST EACH OPENING EDGE, FOR BOTH LOAD AND NON -LOAD
BEARING WALLS APPLICATIONS.
h. LINTELS SHALL HAVE #4 VERTICAL BAR STIRRUPS AT 160 ON CENTER ABOVE THE OPENING, UNLESS NOTED
OTHERWISE. THESE BARS SHALL HAVE 180 DEGREE HOOKS AT THEIR ENDS ABOVE THE OPENING; 31NCHES
CLEAR, WITH HOOK DIRECTIONS ALTERNATING WITH EVERY OTHER BAR. THESE BAR EXTEND 48 INCHES
MINIMUM ABOVE THE OPENING; WHERE 48 INCHES IS NOT AVAILABLE, PROVIDE 135 DEGREE HOOKS AROUND
TOP COURSE BOND BEAM REINFORCING. FOR LINTEL SECTIONS ABOVE OPENINGS THAT ARE GREATER THAN
48 INCHES TALL, PROVIDE TYPICAL VERTICAL AND HORIZONTAL REINFORCING IN ADDITION TO THE #4
VERTICAL BAR STIRRUPS DESCRIBED ABOVE. LINTEL STIRRUP REINFORCING SHALL BE PROVIDED AT BOTH
LOAD AND NON -LOAD BEARING WALL APPLICATIONS.
I. SILLS SHALL BE REINFORCED WITH (2) #5 X CONTINUOUS HORIZONTAL BARS IN BOND BEAMS AND EXTENDED
T45 PAST THE EDGE OF OPENING ABOVE, EACH SIDE. WHERE LESS THAN T-4° IS NOT AVAILABLE BEFORE AN
ADJACENT WALL END OR OPENING, EXTEND REINFORCING TO X CLEAR FROM ADJACENT WALL END OR
OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWNWARD HOOK.
j. PROVIDE TWO COURSES OF BOND BEAMS WITH (2) #4X CONTINUOUS HORIZONTAL REINFORCING BARS EACH
(4TOTAL) MINIMUM AT EACH FLOOR AND ROOF LINE SUCH THAT ONE FULL MASONRY COURSE OCCURS
BELOW THE BOTTOM OF DECK ELEVATION, UNLESS NOTED OTHERWISE.
k. PROVIDE ONE BOND BEAM WITH(2)#4 X CONTINUOUS HORIZONTAL REINFORCING BARS AT TOPS OF WALLS.
I. AT CORNERS, PROVIDE ADDITIONAL CORNER BARS TO MATCH THE SIZE AND SPACING HORIZONTAL WALL
REINFORCING, UNLESS OTHERWISE NOTED. THE LEGS OF THE CORNER BARS SHALL BE MINIMUM OF ONE
LAP LENGTH EACH WAY FROM A STANDARD ACI REINFORCING BEND AT THE CORNER AND MATCH THE
CONFIGURATION OF THE WALL CORNER PLAN LAYOUT.
M. SEE DRAWING DETAIL SHEETS FOR ADDITIONAL REINFORCING REQUIREMENTS; ESPECIALLY AT JOIST, BEAM
AND GIRDER CONNECTION LOCATIONS.
n. DOWELS PERPENDICULAR TO MASONRY WALLS FOR SLABS OR OTHER CONCRETE CONSTRUCTION SHALL
HAVE STANDARD ACI 318 90-DEGREE DOWNWARD HOOKS AROUND HORIZONTAL REINFORCING AND SHALL
EXTEND A LAP LENGTH INDICATED IN THE SCHEDULE BELOW FROM THE FACE OF MASONRY WALL, UNLESS
OTHERWISE NOTED. DOWELS SHALL BE SPACED TO MATCH THE VERTICAL WALL REINFORCING BELOW THE
SLAB BEING CONNECTED, UNLESS OTHERWISE NOTED.
o. ALL CELLS OF ALL LOAD -BEARING WALLS SHALL BE FILLED SOLID WITH CONCRETE GROUT FOR THE FULL
LENGTH AND HEIGHT OF THE WALLS.
P. ALL VERTICAL AND HORIZONTAL REINFORCING IS CONTINUOUS. PROVIDE LAP SPLICES AS REQUIRED FOR
THE LENGTHS INDICATED IN THE SCHEDULE BELOW. COORDINATE LAP SPLICE LOCATIONS WITH FLOOR
ELEVATIONS, TOPS OF WALLS AND LINTEL HORIZONTAL REINFORCING AS REQUIRED; SEE WALL ELEVATIONS
FOR ANY SPECIFIC LOCATIONS AS INDICATED.
9
ALL REINFORCING STEEL SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO AND DURING GROUTING
OPERATIONS BY WIRE POSITIONERS. POSITIONERS SHALL BE SPACED AT 240 ON CENTER ALONG EACH
VERTICAL BAR LOCATION.
r. REINFORCING BARS IN MASONRY WALLS SHALL NEVER BE CUT TO ALLOW FOR WORK FROM OTHER TRADES
WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD.
LAP SPLICE SCHEDULE:
VERTICAL TENSION AND COMPRESSION BARS:
BAR SIZE #4 #5 #6 #7 #8 #9
LENGTH (IN.) 24 40 49 91 108 143
HORIZONTAL TENSION AND COMPRESSION BARS:
BAR SIZE #4 #5
LENGTH (IN.) 37 70
a. SPLICES OF VERTICAL BARS SHALL BE PLACED NEXT TO EACH OTHER IN PLAN TO MAINTAIN THE SAME CLEAR
DISTANCE TO THE FACE OF THE MASONRY BLOCK UNITS, NOT INSET INTO THE CELL SUCH THAT THE CLEAR
SPACING BETWEEN ADJACENT BARS IS REDUCED.
b. SPLICES OF HORIZONTAL BARS SHALL BE PLACED ABOVE OR BELOW THE BAR TO BE SPLICED TO MAINTAIN
THE SAME CLEAR DISTANCE TO THE FACE OF THE MASONRY BLOCK UNITS, NOT INSET INTO THE CELL SUCH
THAT THE CLEAR SPACING BETWEEN ADJACENT BARS IS REDUCED.
ANCHORS:
a. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED INTO SOLID -GROUTED MASONRY CELLS PER
MANUFACTURER'S RECOMMENDATIONS.
b. ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 270 ADHESIVE ANCHORING SYSTEM CONFORMING TO THE
REQUIREMENTS OF ICC-ES ESR4143 FOR THE MANUFACTURE AND INSTALLATION OF THE ANCHOR SYSTEM.
C. CASTANCHORS AND BOLTS SHALL BE INSERTED INTO WALL FOR THE EMBEDMENT DEPTH SHOWN IN THE
DRAWING DETAILS, 5° MINIMUM, AND SURROUNDING CELLS WITHIN 1.5 TIMES THE EMBEDMENT DEPTH SHALL
BE GROUTED SOLID TO ENCAPSULATE THE ANCHOR.
SUBMITTALS:
SUBMIT SHOP DRAWINGS THAT DEPICT REINFORCING LAYOUT FOR CMU WALLS THAT INDICATE THE TYPICAL
REINFORCING AND ADDITIONAL REINFORCING REQUIREMENTS CALLED FOR IN THE STRUCTURAL DRAWINGS
AND SPECIFICATIONS.
MISCELLANEOUS:
a. EMBEDDED PLATES WITH HEADED STUDS ANCHOR RODS OR DEFORMED BAR ANCHORS SHALL BE WET SET
IN BOND BEAMS, AFTER GROUT PLACEMENT WHILE THE GROUT IS STILL PLASTIC.
b. PRIOR TO INSTALLING HOLES GREATER THAN 41NCHES IN DIAMETER IN MASONRY WALLS THAT WERE NOT
SPECIFICALLY DESIGNED FOR IN THE STRUCTURAL DRAWINGS, CONTACT STRUCTURAL ENGINEER OF
RECORD FOR APPROVAL AND INSTALLATION REQUIREMENTS
ROUGH CARPENTRY
SEE SPECIFICATIONS FOR MATERIALS, CONSTRUCTION AND INSTALLATIONS REQUIREMENTS.
SEE DELEGATED DESIGN FOR DESIGN TO BE PROVIDED BY WOOD FRAMING CONTRACTOR.
PROVIDE AND INSTALLALL METAL HANGERS, STRAPS, TIES, CONNECTORS AND FRAMING ANCHORS
AS INDICATED ON THE DRAWINGS. ALL FRAMING ANCHORS SHALL BE WOOD CONSTRUCTION
CONNECTORS BY SIMPSON STRONG -TIE COMPANY. ALL CONNECTORS SHALL BE FULLY NAILED
AND/OR BOLTED TO DEVELOP THE FULL STRENGTH OF THE CONNECTOR PER MANUFACTURERS
SPECIFICATIONS. ALL CONNECTORS SHALL BE NAILED WITH CEMENT COATED COMMON WIRE NAILS
OF THE SIZE REQUIRED BY THE CONNECTOR MANUFACTURER OR AS OTHERWISE SHOWN ON THE
DRAWINGS.
DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF
ARCHITECT/ENGINEER.
DOUBLE UP FLOOR JOISTS UNDER PARTITIONS. ADD SUPPLEMENTARY FRAMING MEMBERS AND
CONNECTIONS AS REQUIRED AROUND PENETRATIONS AND OPENINGS FOR OTHER DISCIPLINES
SYSTEMS AND AS SHOWN ON ARCHITECTURAL DRAWINGS.
ALL BOLTS AND LAG BOLTS TO BE ASTM A307, SIZES PER PLAN. ALL BOLTED JOINTS SHALL BE SNUG
TIGHT. WASHERS SHALL BE USED BETWEEN THE WOOD AND ALL BOLT HEADS AND BETWEEN THE
WOOD AND ALL NUTS, TO PREVENT CRUSHING OF THE WOOD. WASHERS SHALL BE A MINIMUM OF
5/32" THICK STEEL WITH A MINIMUM DIAMETER EQUAL TO THREE TIMES THE BOLT DIAMETER. DRILL
BOLT HOLES 1/161NCH OVERSIZE EXCEPT WHERE NOTED LARGER.
ALL NAILS TO BE COMMON WIRE OR EQUIVALENT DIAMETER AND LENGTH; EXCEPT USE RING SHANK
NAILS FOR INSTALLATION OF ROOF SHEATHING. NO BOX NAILS ALLOWED. NAILS SHALL CONFORM TO
THE NOMINAL SIZES SPECIFIED IN FEDERAL SPECIFICATION FF-N-105B. SEE PLANS FOR TYPE AND
SIZE OF NAILS REQUIRED. ALL NAILING TO BE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE
TABLE 2304.10.1 UNLESS NOTED OTHERWISE.
ALL ANCHORS BOLTS AT SILL PLATE TO CONCRETE FOUNDATION SHALL HAVE SIMPSON BP PLATE
WASHERS AND HEX NUTS; SIZE TO MATCH ANCHOR BOLT DIAMETER.
SAWN LUMBER: SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATIONS, 2015
EDITION.
ALL STRESS -GRADE LUMBER IS TO BE SPRUCE -PINE -FIR NO. 1/NO. 2 (UNLESS NOTED OTHERWISE IN
THE DRAWINGS). IT IS ACCEPTABLE TO USE AN ALTERNATIVE TYPE OF STRESS -GRADE LUMBER,
BUT IT MUST MEET, AT A MINIMUM, THE FOLLOWING REQUIREMENTS:
A. 875 PSI MINIMUM BENDING STRESS, Fb
B. 1,150 PSI IN COMPRESSION PARALLEL TO GRAIN, Fc
C. 135 PSI IN SHEAR PARALLEL TO GRAIN, Fv
D. 1,400,000 PSI MODULUS OF ELASTICITY, E
E. 0.42 SPECIFIC GRAVITY, G
LAMINATED VENEER LUMBER (LVL) SHALL HAVE, AT MINIMUM, THE FOLLOWING REQUIREMENTS:
A. 2.600 PSI MINIMUM BENDING STRESS, Fb
B. 2,300 PSI IN COMPRESSION PARALLEL TO GRAIN, Fc
C. 285 PSI IN SHEAR PARALLELT TO GRAIN, Fv
D. 2,000,000 PSI MODULUS OF ELASTICITY, E
PARALLEL STRAND LUMBER (PSL) SHALL HAVE, AT A MINIMUM, THE FOLLOWING REQUIREMENTS:
A. 2,900 PSI MINIMUM BENDING STRESS, Fb
B. 2,900 PSI IN COMPRESSION PARALLEL TO GRAIN, Fc
C. 290 PSI IN SHEAR PARALLELT TO GRAIN, Fv
D. 2,000,000 PSI MODULUS OF ELASTICITY, E
SEE WALL ELEVATIONS FOR BEARING WALL AND SHEAR WALL FRAMING REQUIREMENTS THAT
SUPERSEDE INFORMATION PROVIDED IN THESE NOTES.
AT EXTERIOR AND INTERIOR LOAD -BEARING WALLS (2x6 WALL STUD FRAMING); ALL HEADERS U.N.O.
SHALL BE TRIPLE 2X MEMBERS WITH 1/2" PLYWOOD FULL DEPTH AND LENGTH SPACERS OR TRIPLE
LVL 1 3/4"; CONNECT (3) all), (3) 2x12 MEMBERS AND (3) LVL 1 3/4" TOGETHER WITH (3) EVEN ROWS
OF 16d NAILS AT 12" O.C.(STAGGER EACH FACE AND WITH INTERIOR PLY AT 4" O.C., CONNECT (3) 2x6
AND (3) 2x8 MEMBERS TOGETHER WITH (2) ROWS OF lad NAILS AT 12" O.CtSTAGGER EACH FACE
AND WITH INTERIOR PLY AT 4" O.C.) ALL JACK STUDS SUPPORTING LOAD BEARING HEADERS SHALL
BE 2X6. SEE PLAN AND DETAILS FOR NUMBER OF JACK STUDS REQUIRED.
AT INTERIOR WALLS NOT DETAILED TO BE INDEPENDENT (2x4 WALL STUD FRAMING WITHOUT TOP
SLIP CONNECTIONS); ALL HEADERS OVER OPENINGS LESS THAN 5'4" SHALL BE DOUBLE 2x8
MEMBERS WITH 1/2" PLYWOOD FULL DEPTH AND LENGTH SPACERS; CONNECT (2) 2x8 MEMBERS
TOGETHER WITH (2) ROWS OF 10d NAILS AT 8" O.C. (STAGGER EACH FACE AT 4" O.C.). SEE PLAN AND
ELEVATIONS FOR OPENINGS WIDER THAN 5'4".
AT INTERIOR WALLS DETAILED TO BE INDEPENDENT (2x4 WALL STUD FRAMED PARTITIONS WITH TOP
SLIP CONNECTIONS); ALL HEADERS SHALL BE DOUBLE 2x6 MEMBERS WITH 1/2" PLYWOOD FULL
DEPTH AND LENGTH SPACERS; CONNECT (2) 2x6 MEMBERS TOGETHER WITH (2) ROWS OF 10d NAILS
AT 12" O.C. (STAGGER EACH FACE AT 6" O.C.), UNLESS OTHERWISE NOTED.
AT ALL CORNERS, PROVIDE TRIPLE 2x WALL STUDS, UNLESS OTHER WISE NOTED.
ALL WOOD FRAMING SHALL BE TREATED WHEN IN CONTACT WITH CONCRETE OR MASONRY UNLESS
AN APPROVED BARRIER IS PROVIDED. IN ADDITION, TREAT ALL WOOD FRAMING EXPOSED TO SOIL,
MOISTURE OR WEATHER. AT EXPOSED CONDITIONS WITH TREATED WOOD CONNECTORS SHALL BE
GALVANIZED AS PER THE MANUFACTURER'S RECOMMENDATIONS AND SHALL BE TAKEN INTO
ACCOUNT FOR THE CHEMICAL TREATMENT USED IN THE WOOD. ALL FASTENER MATERIAL USED
SHALL MATCH THE MATERIAL USED IN THE CONNECTOR.
WOOD SHEATHING
SHEATHING INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8"
SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL
MANUFACTURER. DUE TO CONSTRUCTION CONDITIONS TEMPORARY EXPANSIONS JOINTS MAY BE
REQUIRED IN FLOOR AND ROOF SHEATHING INSTALLATION.
ALL PLYWOOD SHALL BE A MINIMUM OF 24 INCHES WIDE, UNSANDED, EXTERIOR GRADE, SPANNING A
MINIMUM OF 3 JOISTS, RAFTERS, OR STUDS, ORIENTED WITH THE LONG DIRECTION PERPENDICULAR
TO THE SUPPORTING MEMBERS.
AT ALL EXTERIOR WALLS; PROVIDE 7/165 ORIENTED STRAND BOARD (OSB) SHEATHING OVER ALL
EXTERIOR FACES OF BUILDING, BOTH SIDES OF PARAPETS; SEE SPECIFICATIONS. INSTALL
SHEATHING VERTICALLY WITH STAGGERED JOINTS, PROVIDE 2X BLOCKING ATALL PANEL JOINTS;
MINIMUM, UNLESS OTHERWISE NOTED. THE MINIMUM AREA OF EACH SHEET SHALL BE 8 SQ.FT.
NAIL SHEATHING TO ALL FRAMING MEMBERS, BLOCKING AND BOUNDARIES WITH COMMON NAILS, ad
NAILS AT 6" O.0 AT ALL PANEL EDGES AND BOUNDARIES AND ad NAILS AT 12" O.0 IN FIELD OR
STAPLE WITH 16 GAUGE x 1 %° STAPLES AT 6" O.0 AT ALL PANEL EDGES AND BOUNDARIES AND 6"
O.0 IN FIELD. WHERE DOUBLE 2X WALL STUDS OCCUR, PROVIDE FASTENERS AT 6"O.C. TO EACH
STUD, STAGGERED. SEE SHEAR WALL ELEVATIONS FOR EXTERIOR WALL LENGTHS INDICATED AS
SHEAR WALLS ON THE PLANS.
AT ALL INTERIOR SHEAR WALLS; ALL PLYWOOD WALL SHEATHING SHALL BE PROVIDED AND
INSTALLED AS INDICATED ON THE PLANS. PLYWOOD SHALL BE 15/32" THICK APA STRUCTURAL 1
RATED SHEATHING EXPOSURE 1, WITH 40/20 SPAN RATING. SEE SPECIFICATIONS FOR MATERIALS
AND CONSTRUCTION REQUIREMENTS FOR WOOD SHEATHING. NAIL PANELS TO ALL SUPPORTS AS
NOTED ON THE DRAWINGS. THE MINIMUM AREA OF EACH SHEET SHALL BE 8 SQ. FT. NAILING SHALL
BE AS SHOWN ON THE DRAWINGS. SHEAR WALL SHEATHING SHALL BE BLOCKED WITH ZX FRAMING
AT ALL PANEL JOINTS; MINIMUM UNLESS NOTED OTHERWISE IN THE DRAWINGS. SEE WALL
ELEVATIONS FOR NAILING PATTERN REQUIREMENTS. ALL NAILS SHALL BE COMMON NAILS.
ALL STRUCTURAL WOOD PANEL FLOOR SHEATHING SHALL BE PROVIDED AND INSTALLED AS
INDICATED ON THE PLANS. STRUCTURAL WOOD PANELS SHALL BE 23/32" THICK APA RATED STUD-1-
FLOOR EXPOSURE 1, WITH 40/20 SPAN RATING. SEE SPECIFICATIONS FOR MATERIALS AND
CONSTRUCTION REQUIREMENTS FOR WOOD SHEATHING. NAIL PANELS TO ALL SUPPORTS AS NOTED
ON THE DRAWINGS. THE MINIMUM AREA OF EACH SHEET SHALL BE 8 SO. FT. NAILING AND BLOCKING
SHALL BE AS SHOWN ON THE DRAWINGS. PANEL EDGES SHALL BE TONGUE AND GROOVE. PANELS
SHALL BE GLUED TO ALL SUPPORTS. NAIL PANELS TO ALL SUPPORTS AS NOTED ON THE DRAWINGS
WITH A MINIMUM OF IOU COMMON NAILS AT 6" ON CENTERAT SUPPORTED PANEL EDGES AND 12" ON
CENTER TO INTERMEDIATE SUPPORTS.
ALL STRUCTURAL WOOD PANEL ROOF SHEATHING SHALL BE PROVIDED AND INSTALLED AS
INDICATED ON THE PLANS. STRUCTURAL WOOD PANELS SHALL BE 19/32" OR 5/8" APA-RATED
EXPOSURE 1, WITH 4020 SPAN RATING, ORIENTED STRAND BOARD (OSB) SHEATHING (4' X S. SHEET)
WITH 2-SPAN LAY-UP, STAGGERED. ALL ROOF SHEATHING SHALL BE INSTALLED WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS, PANEL EDGES SHALL BE SUPPORTED BY TWO PANEL EDGE CLIPS
PER SPAN OR PROVIDE TONGUE AND GROOVE EDGES (U.O.N.). THE MINIMUM AREA OF EACH SHEET
SHALL BE 8 SQUARE FEET. ATTACH ALL PANEL EDGES TO SUPPORTS, EDGE MEMBERS AND
BLOCKING WITH 1Od RINK -SHANK NAILS AT 6" O.C. AND 12" O.C. IN FIELD, UNLESS OTHERWISE NOTED
ON FRAMING PLANS. AT ROOF EDGE AND CORNER ZONES, SEE SHEET S2-115, INCREASE PANEL
EDGE NAILING TO 30 AND 4° O.C. IN FIELD. SEE SPECIFICATIONS FOR MATERIALS AND
CONSTRUCTION REQUIREMENTS FOR WOOD
,Jiff
W O U L P E R T
ARCNITECTUREj NGINEERINGIGEWATIAL
7635 Interactive Way
Suite 100
G Indianapolis, IN
46278
317.299.7500
FAX: 317.291.5805
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Issued For Building 3 Review
10/12/18
1
Issued For Building 3 Per not
06/10119
Prom. No.: 074904
Date: 10/12/18
Sheet Name:
GENERALNOTES
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
at State and Local Codes
City of Carmel
1,"`Uu,Ao�
DATE: 10/31/19
INSTALLATION SHALL BE PERFORMED BY PERSONNEL CERTIFIED IN ACCORDANCE WITH THE ACl/CRSI ADHESIVE ANCHOR INSTALLER
CERTIFICATION PROGRAM, OR EQUIVALENT.
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