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Proj. No.:
Date:
Revisions:
Sheet Name:
REV DESCRIPTION DATE
1/30/18
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GENERAL NOTES
SP-001
A. GENERAL
[1] 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.
[2] IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND
REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
[3] ALL ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE BASED ON THE GROUND FLOOR DATUM OF
100'-0" (UNO.). THE GROUND FLOOR ELEVATION = 2155.50'. SEE ALSO SITE PLAN AND CIVIL DRAWINGS.
[4] SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THE GENERAL
STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, IT SHALL BE ASSUMED THAT THE STRICTEST
PROVISION SHALL GOVERN AND A WRITTEN REQUEST FOR INFORMATION (RFI) SHALL BE SUBMITTED TO THE
A/E. ADDITIONALLY, ALL ITEMS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES,
OMISSIONS, OR AMBIGUITIES IN THE PLANS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE A/E. CONTRACTOR SHALL SUBMIT RFI PRIOR TO COMMENCING WITH AFFECTED WORK AND
SHALL AWAIT THE A/E'S APPROVAL-TO-PROCEED PRIOR TO PERFORMING WORK.
[5] ALL CONSTRUCTION ERRORS THAT CANNOT BE REMOVED AND REBUILT MAY BE SAVED AS FOLLOWS: THE
CONTRACTOR MAY ARRANGE, AT THE CONTRACTOR'S EXPENSE, DESIGN CALCULATIONS SEALED BY A
LICENSED INDIANA STRUCTURAL ENGINEER THAT CERTIFY AND APPROVE ANY CONSTRUCTION ERROR IS STILL
IN COMPLIANCE WITH ALL APPLICABLE CODES AND GENERAL DESIGN INTENT.
[6] STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH THE OTHER DRAWINGS RELEASED FOR THE
PROJECT. CONTRACTOR TO COORDINATE, TO THE EXTENT POSSIBLE, SUCH INTERRELATIONSHIPS IN PROJECT
SHOP DRAWINGS AND FIELD WORK.
[7] DO NOT SCALE THESE DRAWINGS, USE DIMENSIONAL DATA PROVIDED.
[8] REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FIRE RATING REQUIREMENTS, FIRE-
PROOFING METHODS, AND FIRE-PROOFING MATERIALS FOR STRUCTURAL MEMBERS.
SOIL/STRUCTURE INTERACTION & SOIL PREPARATION INFORMATION:
FOUNDATIONS HAVE BEEN DESIGNED UTILIZING AN ALLOWABLE SOIL BEARING PRESSURE OF 6,500 POUNDS
PER SQUARE FOOT (PSF) FOR FOOTINGS PER GEOTECHNICAL REPORT BY ALT & WITZIG ENGINEERING, INC.
DATED JANUARY 26, 2016. FOUNDATIONS WILL BEAR ON RAMMED AGGREGATE PIERS THAT WILL IMPROVE THE
EXISTING SOIL CONDITIONS TO ACHIEVE 6,500 PSF WITH DEFLECTION AS FOLLOWS:
ESTIMATED TOTAL LONG-TERM SETTLEMENT: 1.0 INCH MAX
ESTIMATED DIFFERENTIAL SETTLEMENT: 0.5 INCH MAX.
THE CONTRACTOR SHALL REVIEW THE AFOREMENTIONED REPORTS AND IMPLEMENT THE RECOMMENDATIONS
AS WELL AS REVIEW AND CARRY-OUT THE EARTHWORK PORTIONS OF THE CONTRACT SPECIFICATIONS IN
ORDER TO ATTAIN THE ALLOWABLE SOIL BEARING CAPACITIES LISTED ABOVE. SOIL CONDITIONS SHALL BE
INSPECTED BY THE GEOTECHNICAL ENGINEER OR AN APPOINTED REPRESENTATIVE OF THE GEOTECHNICAL
ENGINEER PRIOR TO CONCRETE PLACEMENT. SPECIAL CARE AND PRECAUTION SHALL BE TAKEN DURING
EXCAVATION AROUND ALL EXISTING FOUNDATIONS. THE GEOTECHNICAL ENGINEER (OR REPRESENTATIVE)
SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING MATERIAL.
FILL AND BACKFILL:
ALL EXTERIOR WALL FOOTINGS, ALL SLABS ON GRADE, AND INTERIOR BEARING WALL FOOTINGS SHALL BEAR
ON PREVIOUSLY UNDISTURBED SOIL OR FILL PER THE FOLLOWING PROCEDURE: ALL FILL MUST BE COMPACTED
TO AT LEAST 98 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698). COMPACTION
SHOULD BE ACCOMPLISHED BY MECHANICALLY COMPACTING EACH LIFT TO AT LEAST THE SPECIFIED MINIMUM
DRY DENSITY. THE MAXIMUM LIFT THICKNESS SHALL BE 8". COMPACTION OF ANY FILL BY FLOODING IS NOT
ACCEPTABLE. SEE ALSO PROJECT GEOTECHNICAL REPORT. THE MOST CONSERVATIVE OR RESTRICTIVE
BACKFILL PROCEDURE SHALL APPLY.
ABBREVIATIONS & NOTATION
AB - ANCHOR BOLT
ARCH. - ARCHITECTURE
B.L. - BRICK LEDGE
B.L.S. - BRICK LEDGE STEP
BM. - BEAM
BRG. - BEARING
BLK. - BLOCK
B/ - BOTTOM
B.O.M.D. - BOTTOM OF METAL DECK
B.O.M. - BOTTOM OF MASONRY
B.O.P.S. - BOTTOM OF PRECAST SLABS
B.O.S.B. - BOTTOM OF STEEL BEAM
C - CENTERLINE
CLR. - CLEAR
COL. - COLUMN
CONT. - CONTINUOUS
CONC. - CONCRETE
CMU - CONCRETE MASONRY UNIT
CONNS. - CONNECTIONS
CJ - CONTROL JOINT
DBA - DEFORMED BAR ANCHOR
DBR - DOWEL BAR REPLACEMENT
DIA. - DIAMETER
DIM. - DIMENSION
DWG. - DRAWING
EA. - EACH
EF. - EACH FACE
E.J. - EXPANSION JOINT
EW. - EACH WAY
ELEV, EL. - ELEVATION
EMBED. - EMBEDMENT
EQUIP. - EQUIPMENT
EQ. SPA. - EQUALLY SPACED
EXP.- EXPANSION
FF. - FINISHED FLOOR
FTG. - FOOTING
GALV. - GALVANIZED
GEN. - GENERAL
G.L. - GRADE LINE
HORIZ. - HORIZONTAL
HR. - HANDRAIL
H.S.S. - HOLLOW STRUCTURAL SHAPE
I.J. - ISOLATION JOINT
K - KIPS (1000 lbs.)
L - ANGLE
LG. - LONG
LLV. - LONG LEG VERTICAL
MAX.- MAXIMUM
MECH. - MECHANICAL
MEZZ. - MEZZANINE
MIN. - MINIMUM
MPH - MILES PER HOUR
NF. - NEAR FACE
O.C. - ON CENTER
OPP. - OPPOSITE
P - PLATE
PSF - POUNDS PER SQUARE FOOT
PSI - POUNDS PER SQUARE INCH
RD - ROOF DRAIN
REF. - REFERENCE
REINF. - REINFORCING
REQ'D. - REQUIRED
SIM. - SIMILAR
T/C - TOP OF CONCRETE
T&B. - TOP AND BOTTOM
TYP. - TYPICAL
T/FTG. - TOP OF FOOTING
T.O.W. - TOP OF WALL
T.O.B.L - TOP OF BRICK LEDGE
T.O.F.W- TOP OF FOUNDATION WALL
T.O.C.W. - TOP OF CONCRETE WALL
T.O.M. - TOP OF MASONRY
T.O.S.B. - TOP OF STEEL BEAM
UNO. - UNLESS NOTED OTHERWISE
VERT. - VERTICAL
WS. - WATERSTOP
B. DESIGN CODES AND STANDARDS:
2014 INDIANA BUILDING CODE
2012 INTERNATIONAL BUILDING CODE
ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, ACI 318 - 2008
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES
AND COMMENTARIES, ACI 530 - 2008
COLD-FORMED STEEL DESIGN MANUAL, AISI - 2007
ICBO ER-4943 SSMA STEEL STUD MANUFACTURERS PRODUCT TECHNICAL INFORMATION
SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, AISI - 2007
CATALOG OF STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS AND JOIST GIRDERS, STEEL JOIST
INSTITUTE - 2005
STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS - NOVEMBER
2007
STEEL DECK INSTITUTE ROOF DECK CONSTRUCTION HANDBOOK - 2000
STEEL DECK INSTITUTE DIAPHRAGM DESIGN MANUAL - SEPTEMBER 2004C. CODE
STEEL DECK INSTITUTE MANUAL OF CONSTRUCTION WITH STEEL DECK - AUGUST 2006
STEEL DECK INSTITUTE STANDARD PRACTICE DETAILS - MAY 2001
AISC-360-05 MANUAL OF STEEL CONSTRUCTION - AISC, 13TH EDITION
AISC 341-05 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OF A490 BOLTS - 30 JUNE 2004
STRUCTURAL WELDING CODE - STEEL, ANSI/AWS D1.1 - 2006
LIVE LOADS
RISK CATEGORY = II
MINIMUM DESIGN ROOF LIVE LOAD 20 PSF
FLOOR LOAD:
RESIDENTIAL (PRIVATE ROOMS) 40 PSF
RESIDENTAIL (PUBLIC ROOMS AND COORIDORS SERRVING THEM) 100 PSF
STAIRS AND EXITWAYS 100 PSF
REBUILD (FIRST FLOOR) 100 PSF
SIDEWALKS, VEHICULAR DRIVEWAYS, AND YARDS SUBJECT TO TRUCKING 250 PSF
ROOF SNOW LOAD:
GROUND SNOW LOAD, Pg 20 PSF
FLAT-ROOF SNOW LOAD, Pf 20 PSF
SLOPED ROOF SNOW LOAD, Ps 20 PSF
SNOW EXPOSURE FACTOR, Ce 1.0
SNOW LOAD IMPORTANCE FACTOR, I 1.0
WIND DESIGN PARAMETERS
a. BASIC WIND SPEED = 115 MPH FOR OCCUPANCY CAT. II
b. WIND EXPOSURE = EXPOSURE C
c. MAIN WIND DESIGN PRESSURES (NOTE: VALUES SHOWN ARE 0.6W SERVICE LOADS PER ASCE 7-10)
HEIGHT (FT) PRESSURE, P (PSF)
0-15 25.2
20 25.8
30 26.8
40 27.6
50 28.2
60 28.7
COMPONENTS AND CLADDING - WALLS
(NOTE: VALUES SHOWN ARE 0.6W SERVICE LOADS PER ASCE 7-10)
AREA (sq.ft.) INTERIOR ZONE (PSF) EDGE ZONE (PSF)
10 27.1 33.5
20 26 31.3
50 24.5 28.3
100 23.4 26
SEISMIC DESIGN PARAMETERS
a. OCCUPANCY CATEGORY II
b. DESIGN CATEGORY B
c. IMPORTANCE FACTOR 1.0
d. SITE CLASS C
e. 0.2 SECOND MAPPED SPECTRAL ACCELERATION, Ss 0.147 g
f. 1.0 SECOND MAPPED SPECTRAL ACCELERATION, S1 0.082 g
g. 0.2 SECOND MAXIMUM SPECTRAL RESPONSE, Sms 0.176 g
h. 1.0 SECOND MAXIMUM SPECTRAL RESPONSE, Sm1 0.139 g
i. 0.2 SECOND DESIGN SPECTRAL RESPONSE, Sds 0.118 g
j. 1.0 SECOND DESIGN SPECTRAL RESPONSE, Sd1 0.093 g
k. ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE PROCEDURE
l. SEISMIC BASE SHEAR: V = Cs x WEIGHT
m. SEISMIC LATERAL RESISTING SYSTEM, SLRS
SEISMIC RESISTING SYSTEM:
CONCRETE PODIUM: ORDINARY REINFORCED CONCRETE SHEAR WALLS
RESPONSE MODIFICATION COEFFICIENT: R= 5.0
SYSTEM OVERSTRENGTH FACTOR: OMEGA = 2.5
DEFLECTION AMPLIFICATION: Cd = 4.5
SEISMIC RESPONSE COEFFICIENT: Cs = 0.024
WOOD OVERBUILD: LIGHT FRAME (WOOD) WALLS SHEATHED W ITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE
RESPONSE MODIFICATION COEFFICIENT: R= 6.5
SYSTEM OVERSTRENGTH FACTOR: OMEGA = 3.0
DEFLECTION AMPLIFICATION: Cd = 4.0
SEISMIC RESPONSE COEFFICIENT: Cs = 0.018
STEEL OVERBUILD (BUILDING 3 ONLY): STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
RESPONSE MODIFICATION COEFFICIENT: R= 3.0
SYSTEM OVERSTRENGTH FACTOR: OMEGA = 3.0
DEFLECTION AMPLIFICATION: Cd = 3.0
SEISMIC RESPONSE COEFFICIENT: Cs = 0.039
ADDITIONAL GLAZING DESIGN AND CONNECTION REQUIREMENTS:
DUE TO MOVEMENT OF THE STRUCTURAL FRAMING SYSTEMS FROM LATERAL WIND AND SEISMIC FORCES, THE GLAZING
SYSTEM MUST BE DESIGNED TO ACCOMMODATE 3/4" HORIZONTAL STORY DRIFT IN EACH DIRECTION AT THE ROOF LEVEL.
THE DESIGN STORY DRIFT IS THE DIFFERENCE IN LATERAL DISPLACEMENT OF THE ROOF RELATIVE TO THE FOUNDATION
LEVEL.
THE CONNECTIONS OF THE GLAZING SYSTEM TO STRUCTURE CAN BE DESIGNED FOR THIS RELATIVE HORIZONTAL
MOVEMENT. THE CONNECTIONS SHALL BE DESIGNED FOR 3/4" HORIZONTAL (IN-PLANE) MOVEMENT IN ADDITION TO THE
VERTICAL DEFLECTION REQUIREMENTS AS NOTED IN THE PLANS, DETAILS AND SPECIFICATIONS. IF THE CONNECTIONS ARE
NOT DESIGNED FOR THE LATERAL MOVEMENT, THE GLAZING SYSTEM SHALL BE DESIGNED TO ACCOMMODATE 3/8"
HORIZONTAL STORY DRIFT IN EACH DIRECTION TO ACCOUNT FOR DIFFERENTIAL DISPLACEMENTS FROM LOAD REVERSALS
IN THE STRUCTURAL SYSTEMS.
USE 10-YR WIND FOR SERVICEABILITY DESIGN OF LGMF BACK-UP.
INTERIOR ZONE = 14 PSF
EDGE ZONE = 17 PSF
DELTA = L/600 FOR BRICK VENEER
DELTA = L/360 FOR GFRC VENEER
C. REINFORCED CONCRETE
[1] MATERIALS:
a. SEE SPECIFICATIONS FOR DETAILED REQUIREMENTS RELATED TO THE CONCRETE TO BE USED ON THIS
PROJECT.
b. STRUCTURAL CONCRETE OVERVIEW - SEE SPECIFICATIONS FOR SPECIFIC INFO
LOCATION
GENERAL CONCRETE STRENGTH
FOOTINGS
SLAB ON GRADE
BACKFILL BELOW FOOTINGS, CONCRETE FILL
EXTERIOR SLABS
c. ALL DEFORMED REINFORCING BARS: ASTM A615 FY = 60,000 P.S.I.
d. WELDED WIRE FABRIC: ASTM A185
[2] FIELD MANUAL:
PROVIDE AT LEAST ONE COPY OF THE LATEST ACI FIELD REFERENCE MANUAL, SP-15, IN THE FIELD OFFICE AT ALL
TIMES.
[3] CONTINGENCIES:
PROVIDE LEAN CONCRETE UNDER FOUNDATIONS FOR ACCIDENTAL OVER-EXCAVATION, SOFT SPOTS AND
TRENCHES.
[4] FOOTINGS, PIERS, WALLS, SLABS:
a. DOWELS IN FOOTINGS TO MATCH VERTICAL PIER OR WALL REINFORCING, UNO.
b. PROVIDE CORNER BARS AT WALL AND FOOTING CORNERS TO MATCH HORIZONTAL REINFORCING, MINIMUM
LENGTH OF EACH LEG - 48 BAR DIAMETERS. (PLACE AS PER DETAILS UNO).
c. PROVIDE VAPOR RETARDER PER SPECIFICATIONS.
d. PREPARE SUBBASE BELOW CONCRETE SLAB ON GRADE PER SPECIFICATIONS AND IN CONFORMANCE WITH
GEOTECHNICAL REPORT REQUIREMENTS.
e. AT SLAB CONTROL JOINTS THAT ARE NOT CONTINUOUS THROUGH (TERMINATE) AT PERPENDICULAR JOINTS,
PROVIDE AN ADDITIONAL 4’-0” WIDTH OF 6X6-W2.9XW2.9 WELDED WIRE REINFORCING OVER THE LENGTH OF THE
NON-JOINTED SLAB PANEL TO THE NEXT ADJACENT CONTROL JOINTS ON THE SIDE OF THE PERPENDICULAR JOINT
WHERE THE JOINT DOES NOT CONTINUE THROUGH.
[5] CONCRETE COVER: UNO. DETAIL REINFORCING TO PROVIDE MINIMUM CONCRETE COVER AS FOLLOWS:
a. CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 3 IN.
b. CONCRETE EXPOSED TO EARTH OR WEATHER
#5 BARS AND SMALLER 1 1/2 IN.
OTHERS 2 IN.
c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER
BEAM AND COLUMN BARS, INCLUDING
TIES, STIRRUPS, AND SPIRALS 1 1/2 IN.
d. SLAB AND WALL BARS
#11 BARS AND SMALLER 3/4 IN.
e. SURFACES EXPOSED TO LIQUIDS 2 IN.
f. SLABS ON GRADE - 1/3 SLAB THICKNESS FROM TOP OF SLAB OR AS SHOWN ON DRAWINGS
[6] CHAMFER:
PROVIDE 3/4" CHAMFER AT ALL EXPOSED EDGES OF CONCRETE, UNO.
[7] MISCELLANEOUS:
a. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENINGS AND COORDINATE
WORK WITH THE CONSTRUCTION MANAGER AND OTHER TRADES. IF OPENING IS NOT SHOWN ON THE
STRUCTURAL DRAWINGS, OBTAIN PRIOR APPROVAL.
[8] LAP SPLICE SCHEDULE:
F’c = 3000 PSI TENSION LAP SPLICE LENGTHS (INCHES) – TOP BARS (NOTES 1,2) (UNO)
BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11
CLASS B 29” 38” 47” 56” 82” 94” 105” 116” 128"
F’c = 4000 PSI TENSION LAP SPLICE LENGTHS (INCHES) – TOP BARS (NOTES 1,2) (UNO)
BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11
CLASS B 24” 33” 40” 48” 71” 81” 91” 102” 113"
NOTES:
[A] “TOP BARS” ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12” OF CONCRETE CAST BELOW THE BARS.
[B] FOR BARS OTHER THAN “TOP BARS”, DIVIDE DEVELOPMENT LENGTH SPECIFIED IN TABLE BY 1.3
[C] INTERPOLATE FOR SPLICE LENGTHS AS NECESSARY.
[D] TENSION LAP SPLICES ARE BASED ON CLASS B. FOR CLASS A DIVIDE BY 1.3
[E] IF SPLICE DIMENSION IS INDICATED IN DRAWINGS, PROVIDE LONGER SPLICE LENGTH.
[F] LAP SPLICE TABLES ARE BASED ON ACI 318-08, SECTIONS 12.2.2, 12.14
[G[ VALUES SHOWN IN TABLE MAY BE LOWERED WITH Ktr IF TRANSVERSE REINFORCEMENT EXISTS PER 12.2.3
[9] TOP OF FOOTING ELEVATIONS SHALL BE VERIFIED AND COORDINATED WITH THE CIVIL SITE
DRAWINGS. ADVISE STRUCTURAL ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING.
[10] SEE ARCHITECTURAL DRAWINGS FOR ALL EXTERIOR CONCRETE FLATWORK REQUIRED.
[11] SLAB ON GRADE IS USED TO RESIST COLUMN UPLIFT DUE TO WIND LOADS. DO NOT REMOVE SLAB
WITHOUT MAKING OTHER PROVISIONS TO RESIST WIND UPLIFT.
[12] REFERENCE ARCHITECTURAL DRAWINGS FOR DRAINS, SLOPES AND OTHER FLOOR DEPRESSIONS
NOT SHOWN.
[13] VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. NOTIFY STRUCTURAL ENGINEER
IMMEDIATELY OF ANY DISCREPANCIES PRIOR TO FABRICATION. VERIFY ALL WINDOW AND DOOR
OPENINGS WITH ARCHITECTURAL DRAWINGS.
[14] CONSTRUCTION JOINTS:
CONSTRUCTION JOINTS PERMITTED ONLY WHERE SHOWN OR AS APPROVED BY THE STRUCTURAL ENGINEER.
ALL CONSTRUCTION JOINTS ARE TO BE KEYED.
[15]CAST-IN -PLACE ANCHOR CHANNELS:
BASIS OF DESIGN IS HALFEN CHANNEL TYPE HZA 38/23 x 11" LONG FOR ATTACHMENT OF PLATES, STUDS AND
ANGLES (HOT-DIP GALV. TYP.)
[16] CAST-IN-PLACE SHELF ANGLE INSERT: BASIS OF DESIGN IS DAYTON/RICHMOND F-7, F-7L, F-8.
[17] REFER TO SPECIFICATIONS FOR WATERPROOFING REQUIREMENTS AT BELOW GRADE EXTERIOR CONCRETE
WALLS.
fc (PSI)
4000
3000
4000
1500
4500 PSI AIR ENTRAINED
D. DELEGATED DESIGN / DEFERRED SUBMITTALS
[1] 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 THE STATE WHERE
THE PROJECT IS TO BE CONSTRUCTED. FOR ITEMS INDICATED AS “DESIGNED BY THE 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 THEN 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, THE CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE THE MAGNITUDES AND
DIRECTIONS OF THE LOADS IMPARTED ON THE 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 THEY ARE
MANDATED BY THE ENGINEER OF RECORD BY WAY OF THE DRAWING AND SPECIFICATIONS OR DERIVED
BY THE DESIGNER.
[2] STRUCTURAL STEEL DESIGN:
SEE SHEET S-001, SECTION D[3]. SEE SPECIFICATIONS FOR DESIGN AND SUBMITTAL REQUIREMENTS.
[3] TEMPORARY SHORING:
FOUNDATIONS - SHEET PILING, PILES AND LAGGING REQUIRED FOR INSTALLATION OF FOUNDATIONS
AND FOUNDATION WALLS SHALL BE DESIGNED BY THE CONTRACTOR. EXCAVATIONS REQUIRED FOR
FOUNDATION AND FOUNDATION WALL CONSTRUCTION NEXT TO EXISTING BUILDINGS, NEAR PROPERTY
LINES AND NEAR OR OVER UTILITIES MUST BE CONSIDERED BY THE CONTRACTOR IN EVALUATING
SHORING REQUIREMENTS.
[4] 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. FOR PROJECTS IN SEISMIC DESIGN CATEGORY C, D
AND HIGHER, SEISMIC BRACING OF ALL MECHANICAL AND ELECTRICAL COMPONENTS REQUIRED BY THE
ASCE 7-10 SHALL BE DESIGNED BY THE MECHANICAL CONTRACTOR AND CLEARLY INDICATED AND
DETAILED ON THE SHOP DRAWINGS. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
[5] LIGHT GAUGE FRAMING SYSTEMS:
LIGHT GAUGE METAL FRAMING SYSTEMS AND THEIR CONNECTIONS TO STRUCTURE SHALL BE
DESIGNED BY THE LIGHT GAUGE FRAMING CONTRACTOR. SEE SPECIFICATIONS FOR DESIGN AND
SUBMITTAL REQUIREMENTS. LIGHT GAUGE FRAMING INDICATED ON THE DRAWINGS SHALL BE
CONSIDERED THE MINIMUM DESIGN REQUIREMENT. THE DEPTH OF FRAMING MEMBERS INDICATED ON
THE DRAWINGS SHALL NOT BE CHANGED WITHOUT PRIOR APPROVAL BY THE ENGINEER OF RECORD.
[6] 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, MONITORS, VIDEO EQUIPMENT AND PROJECTION SCREENS,
TELEVISIONS AND ANY OTHER MISCELLANEOUS ITEMS SHALL BE PROVIDED BY THE SUPPLIER.
[7] 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.
DUE TO MOVEMENT OF THE STRUCTURAL FRAMING SYSTEMS FROM LATERAL WIND AND SEISMIC
FORCES, THE GLAZING SYSTEM MUST BE DESIGNED TO ACCOMMODATE 3/4" HORIZONTAL STORY DRIFT
IN EACH DIRECTION AT EACH STORY LEVEL. THE DESIGN STORY DRIFT IS THE DIFFERENCE IN LATERAL
DISPLACEMENT OF THE TOP OF THE STORY UNDER CONSIDERATION RELATIVE TO THE BOTTOM OF
THAT STORY (TOP OF THE STORY BELOW).
THE CONNECTIONS OF THE GLAZING SYSTEM TO STRUCTURE CAN BE DESIGNED FOR THIS RELATIVE
HORIZONTAL MOVEMENT. THE CONNECTIONS SHALL BE DESIGNED FOR 3/4" HORIZONTAL (IN-PLANE)
MOVEMENT IN ADDITION TO THE VERTICAL DEFLECTION REQUIREMENTS AS NOTED IN THE PLANS,
DETAILS AND SPECIFICATIONS. IF THE CONNECTIONS ARE NOT DESIGNED FOR THE LATERAL
MOVEMENT, THE GLAZING SYSTEM SHALL BE DESIGNED TO ACCOMMODATE 3/8" HORIZONTAL STORY
DRIFT IN EACH DIRECTION AT EACH STORY LEVEL TO ACCOUNT FOR DIFFERENTIAL DISPLACEMENTS
FROM LOAD REVERSALS IN THE STRUCTURAL SYSTEMS.
[8] SKYLIGHT FRAMING SYSTEMS:
THE GLAZING, GLAZING SUPPORT MEMBERS, CURBS AND THEIR ATTACHMENT TO THE MAIN
STRUCTURAL SYSTEM SHALL BE DESIGN BY THE SUPPLIER.
[9] 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 THE
RECEIVING STRUCTURAL ELEMENTS FOR LOADS DUE TO THEIR CONNECTIONS.
E. MASONRY
SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT PROVIDED IN THE SECTIONS BELOW.
[1] MATERIALS:
a. ALL CONCRETE MASONRY UNIT (CMU) WALL ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f’m = 1500 PSI,
UNLESS OTHERWISE NOTED.
b. REINFORCING SHALL BE GRADE 60 STEEL CONFORMING TO THE LATEST EDITION OF ASTM A615, UNLESS OTHERWISE NOTED.
[2] CONSTRUCTION:
a. ALL MASONRY WALLS SHOWN ON STRUCTURAL PLANS ARE LOAD-BEARING, UNLESS NOTED OTHERWISE.
b. SEE ARCHITECTURAL DRAWINGS FOR ALL OPENING DIMENSIONS AND LOCATIONS.
c. ALL CMU WALLS THAT ARE LOAD BEARING, SHEAR WALLS OR CANTILEVERED OFF THEIR FOUNDATIONS SHALL BE HAVE ALL
CELLS GROUTED SOLID FOR THEIR FULL LENGTH AND HEIGHT, UNLESS OTHERWISE NOTED.
d. INTERIOR CMU PARTITION WALLS SHALL BE PARTIALLY GROUTED. ALL CELLS WITH VERTICAL REINFORCING AND BOND BEAMS
WITH HORIZONTAL REINFORCING SHALL BE GROUTED SOLID. LINTELS SHALL BE GROUTED SOLID FOR THE DEPTH EQUAL TO
HALF THE OPENING WIDTH BELOW UNLESS OTHERWISE NOTED.
e. COMPRESSIVE STRENGTH OF CMU ASSEMBLIES SHALL BE VERIFIED BY PRISM TESTING BEFORE AND DURING CONSTRUCTION.
f. RUNNING BOND SHALL BE USED FOR ALL MASONRY WORK UNLESS OTHERWISE NOTED.
g. VERTICAL CMU EXPANSION / CRACK CONTROL JOINTS ARE LOCATED ON THE STRUCTURAL PLANS AND WALL ELEVATIONS;
REFERENCE DETAIL 12/S-501. SEE ARCHITECTURAL DRAWINGS FOR MASONRY VENEER JOINT LOCATIONS.
h. 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.
i. PILASTERS SHALL BE INSTALLED WITH ALTERNATING COURSES OF INTERLOCKING BLOCK WITH ADJOINING WALLS.
j. GROUT PLACEMENT FOR MASONRY LINTEL BEAMS SHALL BE PERFORMED IN ONE CONTINUOUS OPERATION FOR THE FULL
SPECIFIED LINTEL DEPTH ABOVE THE OPENING, MINIMUM.
k. ALL LINTELS SHALL BE ADEQUATELY SHORED DURING THE GROUTING OPERATION AND SHORING SHALL REMAIN IN PLACE FOR
AT LEAST FOURTEEN DAYS AFTER COMPLETION OF GROUT REPLACEMENT.
l. OPEN-END, SOLID-BOTTOM LINTEL BLOCKS SHALL BE USED IN THE BOTTOM (HEAD OF OPENING) COURSE OF ALL LINTEL BEAM
SECTIONS TO ENSURE FULLY GROUTED HEAD JOINTS.
m. 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 ½” BELOW THE TOP COURSE OF
BLOCK OR ½” BELOW THE TOP OF BOND BEAMS TO BE COMPLETED DURING THE OPERATIONS THAT DAY TO FORM A KEY.
[3] REINFORCING:
a. MINIMUM WALL REINFORCING NOTED IN THIS SECTION SHALL BE PROVIDED TYPICALLY, UNLESS OTHERWISE NOTED ON
PLANS, DETAILS AND WALL ELEVATIONS:
8-INCH CMU:
VERTICAL BARS: #5 AT 24” ON CENTER AT CENTERLINE
HORIZONTAL BARS: (2) #4 X CONTINUOUS AT 48” ON CENTER IN BOND BEAMS
12-INCH CMU:
VERTICAL BARS: #5 AT 32” ON CENTER, EACH FACE
HORIZONTAL BARS: (2) #4 X CONTINUOUS AT 32” ON CENTER IN BOND BEAMS
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 PER DETAIL 11 / S-501.
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.
f. 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 3’-4” PAST THE EDGE OF OPENING BELOW, EACH SIDE, WITH STANDARD ACI 90
DEGREE DOWNWARD HOOKS. WHERE LESS THAN 3’-4” IS NOT AVAILABLE 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 3’-4”PAST EACH OPENING EDGE, FOR BOTH LOAD AND NON-LOAD BEARING
WALLS APPLICATIONS.
h. LINTELS SHALL HAVE #4 VERTICAL BAR STIRRUPS AT 16” ON CENTER ABOVE THE OPENING, UNLESS NOTED OTHERWISE.
THESE BARS SHALL HAVE 180 DEGREE HOOKS AT THEIR ENDS ABOVE THE OPENING; 3 INCHES 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 3’-4” PAST THE
EDGE OF OPENING ABOVE, EACH SIDE. WHERE LESS THAN 3’-4” IS NOT AVAILABLE 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.
j. PROVIDE TWO COURSES OF BOND BEAMS WITH (2) #4 X CONTINUOUS HORIZONTAL REINFORCING BARS EACH (4 TOTAL)
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.
l. 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. FOUNDATION DOWELS SHALL BE PROVIDED TO MATCH, ONE-FOR-ONE, THE SIZE AND SPACING OF THE VERTICAL WALL
REINFORCING ABOVE. THE DOWELS EXTEND UPWARDS FROM THE TOP OF FOUNDATION OR FOUNDATION WALL TO PROVIDE
ADEQUATE LAP LENGTH WITH THE VERTICAL WALL BARS PER THE SCHEDULE BELOW AND EXTEND DOWNWARD TO BE 3” CLEAR
FROM THE BOTTOM OF FOOTING WITH STANDARD ACI 318 90-DEGREE HOOKS, TYPICAL UNLESS NOTED OTHERWISE. DOW ELS
FROM FOUNDATION OR FOUNDATION WALL SHALL BE INSTALLED VERTICAL, NO MORE THAT 1 HORIZONTAL TO 6 VERTICAL OUT
OF PLUMB.
o. 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.
p. ALL CELLS OF ALL LOAD-BEARING WALLS SHALL BE FILLED SOLID WITH CONCRETE GROUT FOR THE FULL LENGTH AND HEIGHT
OF THE WALLS.
q. 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.
r. ALL REINFORCING STEEL SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO AND DURING GROUTING OPERATIONS BY
WIRE POSITIONERS. POSITIONERS SHALL BE SPACED AT 24” ON CENTER ALONG EACH VERTICAL BAR LOCATION.
s. SEE DETAIL 1 / S-504 FOR REINFORCING REQUIREMENTS AT THE TOP OF SLOPED WALLS.
t. 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.
[3] LAP SPLICE SCHEDULE:
VERTICAL TENSION AND COMPRESSION BARS:
BAR SIZE #4 #5 #6 #7 #8 #9
LENGTH (IN.) 24 40 49 69 108 143
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.
[4] MASONRY VENEER LINTEL SUPPORT: THE STEEL FABRICATOR SHALL SUPPLY LOOSE LINTEL ANGLES OVER ALL 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 L 3 ½ X 3 ½ X 5/16 8” 3/4"
> 3’-1” TO 4’-4” L 5 X 3 ½ X 5/16LLV 8” 3/4"
> 5’-9” TO 7-0” L 6 X 4 X 5/16 LLV 8” 3/4"
> 7’-0” TO 8-9” L 7 X 4 X 3/8 LLV 8” 7/8”
> 8’-7” TO 11-5” L 8 X 4 X ½ LLV 8” 7/8”
ALL STEEL MASONRY VENEER SUPPORT ANGLES (OR OTHER SPECIFIED STEEL SECTIONS) SHALL BE GALVANIZED, UNLESS
NOTED OTHERWISE.
[5] SPECIAL INSPECTION: LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION SHALL BE PROVIDED
PER IBC 2009, CHAPTER 17. TABLE 1704.5.1 IS PROVIDED ON SHEET S.003.
[6] ANCHORS
a. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED INTO SOLID-GROUTED MASONRY CELLS PER MANUFACTURER’S
RECOMMENDATIONS.
b. EXPANSION AND EPOXY ANCHORS SHALL BE THE SIZE AND EMBEDMENT LENGTH AS SPECIFIED ON THE DRAWINGS. PROVIDE
ANCHORS WITH THE FOLLOW MINIMUM ALLOWABLE STRESS DESIGN CAPACITIES:
TENSION = 1500 POUNDS; SHEAR = 1000 POUNDS
c. CAST ANCHORS 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.
[7] SUBMITTALS: SUBMIT SHOP DRAWINGS THAT DEPICT REINFORCING LAYOUT FOR CMU WALLS. AS MINIMUM, THESE
DRAWINGS SHALL INCLUDE DETAILS AND ELEVATIONS OF ALL LOAD-BEARING WALLS THAT SHOW BOTH THE TYPICAL
REINFORCING AND ADDITIONAL REINFORCING REQUIREMENTS CALLED FOR IN THE STRUCTURAL DRAWINGS AND
SPECIFICATIONS.
SEE SPECIFICATIONS FOR OTHER SUBMITTAL REQUIREMENTS NOT DESIGNATED IN THIS SECTION.
[8] MISCELLANEOUS:
a. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR MASONRY VENEER ANCHOR DEVICES AND INSTALLATION
REQUIREMENTS.
b. SEE ARCHITECTURAL DRAWINGS FOR ALL PRECAST LINTEL REQUIREMENTS AT ALL DOOR AND WINDOW LOCATIONS.
c. 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.
d. USE NON-SHRINK, NON-METALLIC TYPE GROUT WHEN IT IS USED BELOW BEARING PLATES TO ACHIEVE THE DESIGNATED
ELEVATION OF THE SUPPORTED FRAMING MEMBER.
e. PRIOR TO INSTALLING HOLES GREATER THAN 4 INCHES 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.
f. ANY ALUMINUM IN CONTACT WITH CONCRETE SHALL BE COATED WITH BITUMINOUS MATERIAL, UNLESS OTHERWISE NOTED.
0 Issued For Foundation Permit 01/30/18
1 Issued For Garage Permit 02/22/18
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