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GENERAL NOTES:
ALL CONSTRUCTION SHALL COMPLY WITH THE INTERNATIONAL BUILDING CODE 2012 AS AMENDED BY THE 2014
INDIANA BUILDING CODE.
THE STRUCTURAL ENGINEERS OF RECORD ARE RESPONSIBLE FOR THE ADEQUACY OF THE STRUCTURAL DESIGN AS
SHOWN IN THE CONTRACT DOCUMENTS WHICH DEPICT THE 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
PROPERTY AFTER 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 TH E ENGINEER.
THE CONTRACTOR IS RESPONSIBLE FOR MEETING ALL SAFETY STANDARDS
DESIGN IS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE 2012 AND 2014 INDIANA BUILDING CODE
SPECIFICATIONS.
LIVE LOADS:
RESIDENTIAL FLOOR LOAD: 40 PSF
PARTITION ALLOWANCE (LL <- 80 PSF) 15 PSF
RESIDENTIAL PUBLIC CORRIDORS: 100 PSF (NR)
ASSEMBLY AREAS: 100 PSF (NR)
BALCONIES: 60 PSF
ROOFLOAD: 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 10PSF
SNOW LOADS:
GROUND SNOW LOAD (po): 20 PSF
FLAT -ROOF SNOW LOAD (q): 20 PSF
SNOW LOAD IMPORTANCE FACTOR (6): 1.0
THERMAL FACTOR(CJ: 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#): 0.18
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 - T43"
INTERNAL PRESSURE COEFFICIENT = 20.18
WIND PRESSURES SHOWN ARE STRENGTH/STRESS LEVEL.
PPARAAP�ET WIIND �D�PRESSURE FOR CORNERS SHALL BE 102 PSF AND FOR INTERIOR SHALL BE 77 PSF.
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WIND ZONE DIAGRAM
EARTHQUAKE DESIGN DATA:
COMPONENTS &CLADDING WIND PRESSURES
Zane
EffeNve
Wind Area
(sq ft)
Max. x + K
Pressure
(Psf)
MaxVE
ax
Pressure
(Psfl
1-Roof Interior
10
12
-29
1-Rooflnterior
100
10
-27
1-Roof Interior
2590
10
-27
2-Roof Edge
10
10
-49
2-Roof Edge
100
10
-32
2-Roof Edge
2500
17
-32
3-Roof Comer
I 10
1 12
-74
3-Roof Comer
100
10
-32
3-Roof Comer
>_500
10
-32
4-Wall Interior
10
30
-32
4-Wall Interior
100
30
-28
4-Walllntenar
2500
22
-25
5-Wall Edge
10
30
-39
5-Wall Edge
100
30
-31
5-Wall Edge
2500
22
-25
SEISMIC IMPORTANCE FACTOR (6): 1.0
RISK CATEGORY: II
SITE CLASS: C
MAPPED SPECTRAL RESPONSE ACCELERATIONS:
Ss: 0.147
S{ 0.082
SPECTRAL RESPONSE COEFFICIENTS:
Sus: 0.118
Sol: 0.093
SEISMIC DESIGN CATEGORY: B
BASIC SEISMIC -FORCE -RESISTING SYSTEMS:
STEELPORTION: MOMENT FRAMES -STEEL SYSTEMS NOT
SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCE
WOOD PORTION: LIGHT -FRAME (WOOD) WALLS SHEATHED WITH
WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE.
DESIGN BASE SHEAR (V): 184 KIPS
SEISMIC RESPONSE COEFFICIENTS (C.): 0.039 (STEEL PORTION), 0.018 (WOOD PORTION)
RESPONSE MODIFICATION FACTORS (R): 3 (STEEL PORTION), 6.5 (UPPER SYSTEM)
ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE, LINEAR
ELASTIC STATIC ANALYSIS
SHOP DRAWINGS:
THE CONTRACTOR SHALL REVIEW, STAMP WITH THEIR APPROVAL, DATE AND SIGN ALL SHOP DRAWINGS REQUIRED BYTHE
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 MINIMUM, SHOP DRAWINGS SHALL BE SUBMITTED FOR THE FOLLOWING:
STRUCTURALSTEEL
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 A1085
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 22% MINIMUM
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 ALL ANCHOR 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 BY THE 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"
RELEASED FOR CONSTRUCTION G TING OF OR STRUCTURA
NOTED. L STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT THE
INEERSubject to compliance with all regulations tM TO AWS DI.1.
of State and Local Codes
City of Carried 1 G TO ASTM C1107 WH EN G ROUT IS SP ECIF IED ON TH E 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 MAYBE 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 6INCHES MAXIMUM ON CENTER TO THE SUPPORTING STEEL WITH 5/8
INCH EFFECTIVE DIAMETER PUDDLE WELDS. ALTERNATIVELY, DECKING MAY BE ATTACHED TO EACH SUPPORT
WITH H ILITI X-EDNI 19 FASTENERS (OR APPROVED EQUAL) AT 6 INCHES ON CENTER. SIDELAP SEAMS SHALL BE
CONNECTED WITH (3) #10- 16 3/4" HWH TEK SCREWS (OR APPROVED EQUAL), EQUALLY SPACED BETWEEN EACH
SUPPORTING BEAM.
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
T-1"AND LESS L3'h X 3 % X 5/16 8" 3/4"
>T-VTO 4'4' L5 X3 hX 5116 LLV 8" 3/4"
> 5'-9" TO 7-0" L 6 X 4 X 5116 LLV 8" 314"
> 7'41" TO 8-9" L 7 X4 X 3r8 LLV 8" 7/8"
> 8'-7" TO 11-5" L 8 X 4 X h LLV 8" 7/8"
ALL STEEL MASONRY VENEER SUPPORT ANGLES (OR OTHER SPECIFIED STEEL SECTIONS) SHALL BE GALVANIZED
UNLESS NOTED OTHERWISE.
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 1/16 INCH 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. iM0.2 UNLESS NOTED OTHERWISE IN THE
DRAWINGS). H IS ACCEPTABLE TO USE AN ALTERNATIVE TYPE OF STRESS -GRADE LUMBER, BUT IT MUST MEET, AT
A MINIMUM, THE FOLLOW ING 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. 042 SPECIFIC GRAVITY G
LAMINATED VENEER LUMBER (LVL) SHALL HAVE, AT A 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 (PSQ 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 12" PLYWOOD FULL DEPTH AND LENGTH SPACERS OR TRIPLE LVL 1 3/4"; CONNECT (3)
2x1O, (3) 2x12 MEMBERS AND (3) LVL 1 314" TOGETHER WITH (3) EVEN ROWS OF 16d NAILS AT 12" O.C.(STAGGER EACH
FACE AND WITH INTERIOR PLYAT 4" O.C., CONNECT (3) 2x6 AND (3) 2x8 MEMBERS TOGETHER WITH (2) ROWS OF 16d
NAILS AT 12" O.C.(STAGGER EACH FACE AND WITH INTERIOR PLY AT4" O.C.) ALL JACK STUDS SUPPORTING LOAD
BEARING HEADERS SHALL BE 2X6. SEE PLAN AND DETAILS FOR NUMBER OF JACK STUDS REQUIRED.
FOR ALL TYPICAL NON LOAD -BEARING OPENINGS X-O" AND LESS; PROVIDE (3) 2x8 HEADERS, UNLESS OTHERWISE
NOTED.
FOR ALL TYPICAL NON LOAD -BEARING OPENINGS GREATER THAN T-O" AND UP TO 64"; PROVIDE (3) 2x10 HEADERS,
UNLESS OTHERWISE NOTED.
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 1I2"
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 12" 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.
ATALL 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, TREATALL 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 7/16" ORIENTED STRAND BOARD Lose) SHEATHING OVER ALL EXTERIOR FACES
OF BUILDING, BOTH SIDES OF PARAPETS; SEE SPECIFICATIONS. INSTALL SHEATHING VERTICALLY WITH STAGGERED
JOINTS, PROVIDE 2X BLOCKING AT ALL PANEL JOINTS; MINIMUM, UNLESS OTHERWISE NOTED. TH E MINIMUM AREA
OF EACH SHEET SHALL BE 8 SQ. FT. NAIL SHEATHING TO ALL FRAMING MEMBERS, BLOCKING AND BOUNDARIES
WITH COMMON NAILS, Btl NAILS AT 6" O.0 AT ALL PANEL EDGES AND BOUNDARIES AND Btl NAILS AT 12" O.0 INFIELD
OR STAPLE W ITH 16 GAUGE x 1 ''/z" STAPLES AT 6" O.0 ATALL PANEL EDGES AND BOUNDARIES AND 6" O.0 INFIELD.
WHERE DOUBLE 2X WALL STUDS OCCUR, PROVIDE FASTENERS AT 6"O.C. TO EACH STUD, STAGGERED. SEESHEAR
WALL ELEVATIONS FOR EXTERIOR WALL LENGTHS INDICATED AS SHEAR WALLS ON THE PLANS.
ATALL 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 2X FRAMING ATALL 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 -I -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 10d COMMON NAILS AT 6" ON CENTER AT 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/W APA-RATED EXPOSURE 1, WITH 4020 SPAN RATING,
ORIENTED STRAND BOARD (OSB) SHEATHING (4' X 8' 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, EDG E
MEMBERS AND BLOCKING W ITH 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
3" AND 4" O.C. IN FIELD. SEE SPECIFICATIONS FOR MATERIALS AND CONSTRUCTION REQUIREMENTS FOR WOOD
SEE SPECIFICATIONS FOR MATERIAL, CONSTRUCTION, FABRICATION AND INSTALLATION REQUIREMENTS
SEE DELEGATED DESIGN SECTION FOR ADDITIONAL REQUIREMENTS.
ALL ROOF TRUSSES SHALL BEAR AT ELEVATION PROVIDED ON ROOF FRAMING PLANS AND TOP CHORDS SHALL SLOPE AS INDICATED.
DEPTH OF TRUSSES TO BE DETERMINED BY TRUSS MANUFACTURER AS REQUIRED TO RESIST SPECIFIED LOADS.
ALL FLOOR TRUSSES SHALL HAVE A DEPTH OF 18 INCHES FROM TOP OF TOP CHORD TO BOTTOM OF BOTTOM CHORD; UNLESS
OTHERWISE NOTED.
ROOF TRUSSES SHALL BE DESIGNED WITH ALL FRAMING INTEGRAL WITH MAIN SPAN CONFIGURATIONS REQUIRED TO SUPPORT THE
PARAPETS AND THEIR ASSOCIATED GRAVITY AND WIND LOADING. ALL REQUIRED KICKERS SHALL BE BUILT INTO THE TRUSS
CONFIGURATIONS WHICH WILL BE COVERED WITH ROOF SHEATHING TO FORM CRICKETS AROUND THE PERIMETER OF THE BUILDING.
PARAPETS SHALL DESIGNED TO LIMIT VERTICAL DEFLECTION TO SPAN /360 BASED ON 10-YEAR RECURRENCE INTERVAL ALLOWABLE
WIND; EQUIVALENT TO 76 MPH ULTIMATE 3-SECOND GUST WIND VELOCITY.
ALL ROOF TRUSSES SHALL BE SPACED AT A MAXIMUM OF 24" ON CENTER UNLESS NOTED OTHERWISE.
ALL FLOOR TRUSSES SHALL BE SPACED AT A MAXIMUM OF 24" ON CENTER UNLESS NOTED OTHERWISE.
SHORT JACK TRUSSES SHALL BE USED AT TH E PERIMETER SUPPORTED BY MULTIPLE TRUSSES (DOUBLE LINE INDICATED IN PLAN) TO
PROVIDE BOTTOM BEARING AT DOUBLE TOP PLATE OF WALL STUDS AND INTEGRAL PARAPET FRAMING.
ROOF AND FLOOR TRUSS LAYOUTS ON STRUCTURAL DRAWINGS ARE PROVIDED FOR SCHEMATIC REPRESENTATION. ACTUAL FINAL
DESIGN AND LAYOUT SHALL BE PROVIDED BY WOOD TRUSS SUPPLIER. THE DESIGN LAYOUT AND DETAILS MUST BE APPROVED
THROUGH SHOP DRAWINGS APPROVAL BY THE ENGINEER OF RECORD PRIOR TO DESIGN, PROCUREMENT, FABRICATION AND
INSTALLATION. WALLS MUST BE CONTINUOUS BETWEEN SUPPORT CONDITIONS FROM FLOOR -TO -FLOOR; EITHER BY BOTTOM
BEARING TRUSSES, BLOCKING OR THE ROOF DECK. NO HINGES OR SPLICES IN THE WALLS SHALL BE PROPOSED BYALTERING THE
SUPPORT CONDITIONS WITHOUT SUFFICIENT BRACING DETAILED THAT MEETS APPROVAL BY THE ENGINEER OF RECORD.
TRUSS LAYOUT SHALL BE COORDINATED WITH THE MECHANICAL, ELECTRICAL, AND PLUMBING SUBCONTRACTORS PRIOR TO
SUBMISSION OF TRUSS SHOP DRAWINGS, FABRICATION AND INSTALLATION TO ENSURE THE PROPOSED LAYOUT PROVIDES
NECESSARY CLEARANCES FOR THE MECHANICAL, PLUMBING AND ELECTRICAL TRADE ELEMENTS, FIXTURES, DUCTING AND PIPING.
COORDINATE SIZE AND LOCATION OF ALL FLOOR OPENINGS WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
DESIGN LOADING (ALLOWABLE STRESS):
ROOF TRUSSES:
DESIGN ALL TRUSSES TO SUPPORT WEIGHT OF BUILT-UP ROOF OVER INSULATION.
DEAD LOAD = 25 PSF EXCLUDING SELF -WEIGHT OF TRUSSES. ALLOCATE LOADING; TOP CHORD 15 PSF, BOTTOM
CHORD IO PSF.
LIVE LOAD = 20 PSF
BASIC ROOF SNOW LOAD = 20 PSF MINIMUM
SEE SNOW DRIFT DIAGRAM ON SHEET S2-115 FOR LOCATIONS, MAGNITUDES AND LENGTH OF LOADS THATARE IN
ADDITION TO THE MINIMUM ROOF SNOW LOAD OF 20 PSF.
FLOOR TRUSSES:
DESIGN FLOOR TRUSSES FOR 55 / 15 / 0 / 5 LOADING; LIVE LOAD, TOP CHORD DEAD LOAD, BOTTOM CHORD LIVE LOAD,
BOTTOM CHORD DEAD, UNLESS OTHERWISE NOTED.
DESIGN ROOF TRUSSES FOR ADDITIONAL 35 PSF LIVE LOAD TO ACCOUNT FOR AT LEAST 6 INCHES OF WATER ACCUMULATION
AROUND ROOF DRAINS; THIS LOAD IS NOT IN ADDITION TO 20 PSF SNOW LOAD. THIS LOAD MAY BE REDUCED BY THE ROOF SLOPE
WITH DISTANCE FROM THE DRAIN.
DESIGN ALL ROOF TRUSSES FOR UPWARD AND DOWNWARD PRESSURES DUE TO WIND LOADS INCLUDING THE EFFECT OF PARAPETS
FOR ASCE 7-10 LOAD COMBINATIONS. SEE WIND NET UPLIFT DIAGRAM ON SHEET S2-115 FOR 0.6 x DEAD — 0.6 x WIND UPLIFT LOAD
CASE (ALLOWABLE)
ALL ROOF AND FLOOR GIRDER TRUSSES SHALL BE DESIGNED WITHOUT THE REPETITIVE MEMBER STRESS INCREASE FOR BENDING,
REGARDLESS OF THE NUMBER OF PLIES MAKING UP THE TRUSS.
AT BUILDING PERIMETER WALLS AND SHEAR WALLS, WOOD SHEAR PANELS SHALL BE PROVIDED BETWEEN TRUSSES, EACH BAY,
UNLESS OTHERWISE NOTED. SHEAR PANELS SHALL BE DESIGNED FOR THE LOADS LISTED ON THE SHEAR WALL ELEVATION
SCHEDULE. SHEAR PANEL CONNECTIONS SHALL BE DESIGNED BY THE WOOD TRUSS SUPPLIER FOR SHEAR INDICATED.
TEMPORARY AND PERMANENT BRIDGING OF WOOD TRUSSES SHALL BE PROVIDED IN ACCORDANCE WITH THE TRUSS PLATE
INSTITUTE INC. PUBLICATION HIBdi BCSI GUIDE TO GOOD PRACTICE FOR HANDLING INSTALLING RESTRAINING & BRACING OF
METAL PLATE CONNECTED WOOD TRUSSES. TEMPORARY BRIDGING SHALL BE FURNISHED BY THE SUPPLIER AS REQUIRED TO
MAINTAIN TRUSS STABILITY, SPACING AND PREVENT BUCKLING DURING ERECTION. THE FOLLOWING PERMANENT BRIDGING SHALL
BE PROVIDED:
BOTTOM CHORD: CONTINUOUS HORIZONTAL 2x4 AT 8'.O" ON CENTER, TYPICAL. IN ADDITION, PROVIDE HORIZONTAL UWGONAL
BRIDGING AT 45 DEGREE ANGLE BETWEEN BRIDGING LINES AT END OF THE BUILDING AND LESS THAN 2Y-O" INTERVALS
THROUGHOUT THE ROOF PLAN.
WEB MEMBERS: CONTINUOUS HORIZONTAL BRIDGING AT 12'-Y ON CENTER. IN ADDITION, PROVIDE HORIZONTAL DIAGONAL
BRIDGING AT 45 DEGREE ANGLE BETWEEN BRIDGING LINES AT END OF THE BUILDING AND LESS THAN 20'-W INTERVALS
THROUGHOUT THE ROOF PLAN.
ADDITIONAL LOADS FROM SERVICES ON OTHER DISCIPLINES DRAWINGS; ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING
AND FIRE PROTECTION SHALL BE INCLUDED IN THE DESIGN OF THE TRUSSES. CONTRACTOR SHALL COORDINATE THESE LOADS
WITH THE TRUSS SUPPLIER PRIOR TO DESIGN FABRICATION AND INSTALLATION.
THE CONTRACTOR SHALL COORDINATE ANY LOADS DUE TO MECHANICAL EQUIPMENT, DUCTS, SPRINKLER LINES AND
MISCELLANEOUS LOADS HUNG FROM THE TRUSSES OR SECONDARY FRAMING (OR DECK) SUPPORTING THESE LOADS WITH THE
TRUSS MANUFACTURER PRIOR TO FABRICATION AND INSTALLATION. THESE LOADS SHALL INCLUDE LIGHTS AND KNOWN TENANT
IMPROVEMENT ITEMS.
WEB LEAVE -OUTS SHALL BE PROVIDED AS REQUIRED TO ALLOW FOR ROUTING OF MECHANICAL, ELECTRICAL, PLUMBING AND FIRE
PROTECTION SYSTEMS AS INDICATED ON DRAWINGS. CONTRACTOR SHALL COORDINATE THESE LOCATIONS WITH THE TRUSS
SUPPLIER PRIOR TO DESIGN, FABRICATION AND INSTALLATION.
TRUSSES SHALL BE CONNECTED TO BUILDING SYSTEMS WITH SIMSPON STRONG -TIE HURRICANE CLIPS OR EQUIVALENT TO RESIST
UPLIFT FORCES AND SHEAR FROM OUT -OF -PLANE WALL LOADS.
DO NOT REMOVE OR CUT ANY TRUSS MEMBERS
DELEGATED DESIGN AND DEFERRED SUBMITTALS ARE ITEMS DESIGNED BY OTHERS. SHOP DRAWINGS AND CALCULATIONS SHALL
BE GENERATED FOR THE DESIGN AND FABRICATION OF ALL DELEGATED DESIGN AND DEFERRED SUBMITTALS ITEMS INDICATED
BELOW. THESE DRAWINGS AND CALCULATIONS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER IN INDIANA. FOR
ITEMS INDICATED AS -DESIGNED BY TH E CONTRACTOR", -DESIGNED BY SUPPLIER", -DESIGNED BY FABRICATOR" AND .DESIGNED BY
INSTALLER", IF THESE ENTITIES ARE NOT PROVIDING THEIR OWN ENGINEERING WITH THEIR DESIGNS COMPLETED BY A
PROFESSIONAL ENGINEER WHO WILL SEAL AND SIGN THEIR SUBMITTALS TH EN THESE ENTITIES WILL INDEPENDENTLY CONTRACT A
THIRD PARTY TO PROVIDE THIS SERVICE ON THEIR BEHALF. UNLESS SPECIFIED ON THE DRAWINGS OR IN THE SPECIFICATIONS,
DELEGATED DESIGN ITEMS SHALL BE DESIGNED FOR ALL CODE DEFINED LOADS PLUS INDUSTRY STANDARD LOADS INCLUDING
GRAVITY LOADS AND LATERAL LOADS DUE TO WIND AND SEISMIC. SEE THE RELEVANT SECTIONS OF THE GENERAL NOTES SHEETS
FOR ADDITIONAL DESIGN REQUIREMENTS. CALCULATIONS SHALL INCLUDE REVIEW OF THE CAPACITIES OF ALL SUPPORTING
STRUCTURAL ELEMENTS INCLUDING LOCAL STRESSES DUE TO THE CONNECTION METHODS SELECTED. ADDITIONALLY, TH E
CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE THE MAGNITUDES AND DIRECTIONS OF THE LOADS IMPARTED ON TH E
SUPPORTING STRUCTURAL ELEMENTS. THE LOADING CRITERIA USED FOR DESIGN OF THE DELEGATED DESIGN SYSTEMS AND
COMPONENTS SHALL BE CLEARLY INDICATED ON THE DRAWINGS AND CALCULATIONS, REGARDLESS OF WHETHER THEYARE
MANDATED BY THE ENGINEER OF RECORD BYWAY OF THE DRAWING AND SPECIFICATIONS OR DERIVED BY THE DESIGNER.
MECHANICAL, ELECTRICAL, PLUMBING AND FIRE PROTECTION COMPONENTS:
ROOF -TOP UNITS: DESIGN OF THE MECHANICAL UNIT CURB, CONNECTIONS OF THE UNIT TO THE CURB AND CONNECTIONS OF
THE CURB TO STRUCTURE SHALL BE PROVIDED BY THE MECHANICAL UNIT CONTRACTOR. ADDITIONAL SUPPORT FRAMING
FOR SUPPORTING THE GRAVITY AND LATERAL LOADS SHALL BE DESIGNED, ENGINEERED AND PROVIDED IF IT IS NOT
INDICATED ON THE STRUCTURAL DRAWINGS. IF ADDITIONAL SUPPORT FRAMING IS PROVIDED, THE STRUCTURAL ADEQUACY
SHALL BE VERIFIED FOR ALL ASCE 7-10 LOAD COMBINATIONS. SHOPS DRAWINGS AND CALCULATIONS PROVIDED BY THE
MECHANICAL CONTRACTOR SHALL PROVIDE DETAILS INDICATING THESE CONNECTIONS. SUPPORT AND BRACING OF
DUCTWORK, PIPING, CONDUIT AND CABLE TRAYS ASSOCIATED WITH MECHANICAL, ELECTRICAL, PLUMBING AND FIRE
PROTECTION COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR INSTALLING THE COMPONENTS. SEE SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
SUPPORTS FOR INTERIOR FINISHES AND ACCOUTERMENTS:
INTERIOR PARTITIONS, SOFFITS AND STOREFRONT SYSTEMS NOT PART OF THE MAIN BUILDING SHELL SHALL BE DESIGNED BY
THE SUPPLIER. SUPPORTS AND CONNECTION TO STRUCTURE REQUIRED FOR ARTWORK, SPECIALTY LIGHTING SYSTEMS,
MONITORSO, VIDEO EQUIPMENT AND PROJECTION SCREENS, TELEVISIONS AND ANY OTHER MISCELLANEOUS ITEMS SHALL BE
PROVIDED BY THE SUPPLIER.
WINDOWS, STOREFRONTS, GLAZING AND CURTAIN WALL SYSTEMS:
ALL EXTERIOR AND INTERIOR GLAZING SYSTEMS AND THEIR CONNECTIONS TO STRUCTURE SHALL BE DESIGNED BY THE
SUPPLIER. CONNECTION LOCATIONS SHALL BE CLEARLY INDICATED AND COORDINATED WITH ARCHITECTURAL AND
STRUCTURAL DETAILS. GLAZING SYSTEMS SHALL TRANSFER FORCES DUE TO PRESSURE FROM WIND TO THE HEAD, SILL,
AND JAMBS BASED ON THE TRIBUTARY AREA AS IF THE OPENING WAS A SOLID PANEL UNLESS NOTED OTHERWISE THESE
CONNECTIONS SHALL BE DESIGNED BY THE GLAZING SUPPLIER. GLAZING SUPPLIER SHALL COORDINATE THEIR DETAILS WITH
ARCHITECTURAL AND STRUCTURAL DRAWINGS, AND COMMUNICATE ANY DESIGN REQUIREMENTS NECESSARY FOR THE
INSTALLATION OF THEIR SYSTEMS PRIOR TO CONSTRUCTION.
SKYLIGHT FRAMING SYSTEMS:
THE GLAZING, GLAZING SUPPORT MEMBERS, CURBS AND THEIR ATTACHMENT TO THE MAIN STRUCTURAL SYSTEM SHALL BE
DESIGN BY THE SUPPLIER.
RAILING AND GUARDRAILS:
THE INTERIOR AND EXTERIOR RAILING AND GUARDRAILS SHALL BE DESIGN BY THE FABRICATOR. UNLESS SPECIFICALLY
DETAILED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS, THE FABRICATOR SHALL DESIGN THE CONNECTIONS TO
STRUCTURE AND VERIFY THE CAPACITY OF TH E RECEIVING STRUCTURAL ELEMENTS FOR LOADS DUE TO THEIR
CONNECTIONS.
PREFABRICATED WOOD TRUSSES:
FABRICATOR SHALL BE RESPONSIBLE FOR ALL MEMBER AND CONNECTION DESIGN AND DETAILING, AND FOR ALL
DIMENSIONING, COORDINATION, AND ERECTION OF TRUSSES. CONTRACT DOCUMENTS SHOW ONLY BASIC LOCATIONS AND
CONFIGURATIONS REQUIRED FOR TRUSSES. DETAILED POSITIONING AND SPACING OF TRUSSES IS THE RESPONSIBILITY OF
THE FABRICATOR. SEE GENERAL NOTES FOR DESIGN CRITERIA. WOOD ROOF TRUSS MANUFACTURER SHALL SUBMIT SHOP
DRAWINGS FOR REVIEW. THE SHOP DRAWINGS SHALL INCLUDE PLACING PLANS OF ALL TRUSSES CLEARLY LABELED, DETAILS
OF TRUSS CONNECTIONS AND ANCHORAGES DETAILS OF METAL CONNECTORS USED AT JOINTS AND ENGINEERING DESIGN
DATA. THE ENGINEERING DESIGN FOR EACH TYPE OF TRUSS SHALL INCLUDE; TRUSS LOCATION IDENTIFICATION, ALL LOADING
AND REACTIONS, WOOD SPECIES AND TRUSS GRADES, MEMBER STRESSES, JOINT CONNECTIONS, CONFIGURATION, TRUSS
TO TRUSS CONNECTIONS, BRACING FOR LATERALSTABILITYOF THE COMPLETED. FRAMING SYSTEM. THE TRUSS
MANUFACTURER/SUPPLIER SHALL SUPPLY DESIGN AND CONNECTION HARDWARE FOR ALL TRUSS CONNECTIONS. SHOP
DRAWINGS AND CALCULATIONS MUST BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED IN INDIANA.
SHOP DRAWINGS: SUBMIT SHOP DRAWINGS SHOWING SPECIES, SIZES AND STRESS GRADES OF LUMBER TO BE USED; PITCH SPAN,
CAMBER, CONFIGURATION AND SPACING FOR EACH TYPE OF TRUSS REQUIRED; TYPE, SIZE, MATERIAL, FINISH, DESIGN VALUE, AND
LOCATION OF METAL CONNECTOR PLATES; AND BEARING AND ANCHORAGE DETAILS. SUBMIT CALCULATIONS FOR TRUSS DESIGN.
SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PRACTICE IN
STATE WHERE THE PROJECT IS LOCATED.
TO THE EXTENT ENGINEERING DESIGN CONSIDERATIONS ARE INDICATED AS FABRICATOR'S RESPONSIBILITY, SUBMIT DESIGN
ANALYSIS AND TEST REPORTS INDICATION LOADING, SECTION MODULUS, ASSUMED ALLOWABLE STRESS, STRESS DIAGRAMS AND
CALCULATIONS, AND SIMILAR INFORMATION NEEDED FOR ANALYSIS AND TO ENSURE THAT TRUSSES COMPLY WITH REQUIREMENTS.
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 4INCH DIAMETER BY 8INCH TALL CYLINDERS MADE FROM THE SAME
SAMPLE OF CONCRETE AND TESTED AT 28 DAYS.
STRENGTH LEVEL OF AN INDIVIDUAL CLASS OF CONCRETE SHALL BE CONSIDERED SATISFACTORY IF BOTH OF THE
FOLLOW ING REQUIREMENTS ARE MET:
A. EVERY ARITHMETIC AVERAGE OF ANY THREE CONSECUTIVE STRENGTH TESTS EQUALS OR EXCEEDS
SPECIFIED f, AND
B. NO INDIVIDUAL STRENGTH TEST FALLS BELOW fc BY MORE THAN 500 PSI WHEN fe IS 5000 PSI OR
LESS; OR BY MORE THAN 0.10xf'. WHEN f. 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, SO, WO, CO
CONCRETE EXPOSED TO FREEZING: F2, SO, WO, CO
SLAB ON METAL DECK: FO, SO. W0, 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.
II&]0111BILiG1:M71Iaa,meTJa11\i ISd•9asIHrP[N:7iixKrT7Na:W
CURE CONCRETE USING PON DING, 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 f, 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 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.
GROUT SHALL BE IN ACCORDANCE WITH ASTM C1107.
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 CLASS
#3 BARS 19 25
#4 BARS 26 34
#5 BARS 32 42
96 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 OTH ERW ISE.
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:
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 MAY BE SUBSTITUTED WITH THE SAME
EMBEDMENT DEPTH.
SPECIAL INSPECTION IS REQUIRED AS SPECIFIED IN THE ICC-ES REPORT.
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. 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.
SPECIAL INSPECTION IS REQUIRED AS SPECIFIED IN THE ICC-ES REPORT.
INSTALLATION SHALL BE PERFORMED BY PERSONNEL CERTIFIED IN ACCORDANCE WITH THE ACVCRSI ADHESIVE
ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT.
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Issuances:
oesM"M
Prom. No.: 074904
Date: 05/01/19
A Sheet Name:
GENERAL NOTES
S2=001
DATE: 10/31/19