HomeMy WebLinkAboutS401 121103.pdfG1.BUILDING CODES:
Model:International Building Code 2006
Local:Indiana Building Code 2008
Steel:American Institute of Steel Construction 360, ASD Thirteenth Edition
Concrete:American Concrete Institute, 318-05.
G2.DESIGN LOADS:
Roof
Dead Load:20 psf
Live Load:25 psf
SNOW
Flat Roof Snow Load:20 psf
Snow Exposure Category:C
Snow Exposure Factor:1.0
Snow Importance Factor:1.0
Thermal Factor:1.0
WIND
Basic Wind Speed:90 mph
Wind Importance Factor:1.0
Building Classification:II
Wind Exposure Category:C
SEISMIC
Importance Factor:1.0
Seismic Design Category:II
Spectral Response, Sds:0.156
Spectral Response, Sd1:0.130
Site Class:D
Basic Resisting System:H.1: Structural System Not Specifically Detailed for Seismic Resistance
Response Modification, R 3.0
Design Base Shear:5.19%W
Analysis Procedure:Equivalent Lateral Force Procedure
G3.Reactions and forces indicated are unfactored, Allowable Strength Design loads.
G4.If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern.
Contractor shall bring all discrepancies to the attention of the engineer immediately.
G5.Verify all existing conditions prior to any construction or fabrication. If different than shown, notify
engineer/architect immediately for modification of drawings.
G6.All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural,
mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required
materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other
construction documents. Refer to architectural drawings for all dimensions not shown on these drawings.
locations,their work with all other disciplines.
G7.The contract documents represent the structure only. They do not indicate the method of construction. The
contractor shall provide all measures necessary to protect the structure during construction. Such measures shall
include, but not limited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the
contractor's means, methods, techniques, sequences or safety procedures during construction.
G8.Notes and details shall take precedence over general structural notes. Where no details or sections are shown,
construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but
apply unless noted otherwise.
G9.Provisions for future expansion:
Vertical:None
Horizontal:None
GENERAL NOTES
SF1.Design Soil Bearing Pressure:
Spread Footings 1500 psf
Wall Footings 1500 psf
(Assumed values to be varified prior to construction)
SF2.Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project
specifications.
SF3.Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded
mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent
passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.
SF4.Slabs shall be placed on compacted, free-draining, frost-free drainage course. Drainage Course: Narrowly graded
mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57;
with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a
minimum dry density of 95% of the modified Proctor maximum dry density (ASTM-D1557), placed in 6" to 8" lifts. Pea
gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same
requirements. See soils investigation report for further recommendations.
SF5.Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not indicate the entire
scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the
responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation
and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils
engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer
shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the
design bearing pressures.
SF6.If dewatering is required, sumps shall not be placed within the foundation excavation.
SF7.Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal
to 1 vertical slope next to existing foundations to avoid undermining foundations.
SF8.No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings.
SF9.Shallow foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width and
length of all foundations.
SF10.The bottom of all foundations shall be a minimum of 36" below final grade.
SHALLOW FOUNDATION AND SLAB ON GRADE NOTES
RC1.All concrete shall have the following 28 day compressive strengths:
LOCATION STRENGTH AIR ENTRAINMENT
Wall Footings, Spread Footings:3000 psi 2%
All concrete exposed to freeze/thaw, exterior
slabs, piers, walls, columns, grade beams,
concrete exposed to freeze/thaw: 4000 psi 6%
Interior slabs on grade,
fill for metal deck:4000 psi Non AE
RC2.All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1.
RC3.All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to
ASTM A-615, Grade 60.
RC4.Chamfer edges of exposed concrete 3/4", unless noted otherwise.
RC5.Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days
operation. Break 1 at 7 days, 2 at 28 days and retain spare.
RC6.All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8".
RC7.All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely
responsible for the design and construction of all formwork, falsework and shoring.
RC8.Provide the following coverages over reinforcing:
LOCATION
Footings:Bottom and Unformed edges 3"
Footings:Formed edges and top 2"
Slab on grade:Welded wire fabric Upper Third
Fill for Metal Deck:Welded wire fabric Upper Third
Reinforcing Steel:Bottom 2"
RC9.Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete.
REINFORCED CONCRETE NOTES (Foundations, Slabs & Walls)
M1.Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit.
Specified design compressive strength of masonry shall be f'm = 2000 p.s.i. All units for exterior walls, load-bearing
walls and shear walls shall be normal weight block.
M2.All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used
for grouting cores or filling bond beams.
M3.All block shall be laid in a running bond pattern.
M4.Course grout shall be used were grouting is required. Slump shall be 8" +/- 1". Minimum grout compressive
strength shall be 3000 p.s.i.
M5.All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters.
M6.See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at
control joints.
M7.Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized,
see specifications. Cut joint reinforcement at control joints.
M8.Provide "L" bars at all bond beam corners as required.
M9.Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry.
M10.All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors, unless noted otherwise.
Anchors shall be installed per manufacturer's recommendations.
M11.See typical schedules for masonry and steel lintels not indicated on plans.
M12.All masonry units below grade to be grouted solid.
M13.Provide ties to all structural steel.
M14.All interior, non-load bearing masonry walls over 12'-0" high, shall be supported on thickened slab as per typical detail.
Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise.
M15.All cores with reinforcing steel shall be grouted solid, full height of wall.
MASONRY AND REINFORCED MASONRY NOTES
SS1.All structural steel shall conform to the following:
W Shapes ASTM A992, Grade 50.
Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi)
HSS Tubes ASTM A500, Grade B (Fy=46 ksi)
HSS Pipes ASTM A500, Grade B (Fy=42 ksi)
Anchor Rods ASTM F1554, Grade 36
SS2.All steel shall be detailed, fabricated and erected in accordance with:
AISC 360-05 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD)
AISC 303-05 "Code of Standard Practice"
SS3.If beam reaction is not indicated, design connection for minimum 10 k reaction.
SS4 All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All
connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted.
SS5.All shop and field welds shall be made using E70 electrodes or equivalent.
SS6.All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise.
SS7.Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication
and erection of any required frames.
SS8.Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted.
SS9.Provide temporary bracing of the structure until all permanent lateral support is in place.
SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel
before temporary, erection bracing is removed.
SS11.RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc.
Coordinate with drain contractor.
STRUCTURAL STEEL NOTES
SJ1.Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current
Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND
JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND
MATERIALS".
SJ2.Bridging shall be completely erected and joists aligned before any construction loads are placed on joists.
SJ3.Do not weld bottom chord of joists to columns unless noted on drawings.
SJ4.Install erection bolts at all joist girder to column and joist to column connections.
SJ5.Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per
"STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for
a net uplift load of 12 psf.
STEEL JOIST NOTES
MD1.All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS
MD2.Roof deck shall be welded using a 36/4 pattern with (1) #10 TEK sidelap fastener unless otherwise shown in
typical detail.
MD3.Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes.
MD4.Provide L3x3x1/4 deck support at all columns where required, unless noted.
MD5.Provide 20 gauge cover plate at all roof deck span changes.
MD6.Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted.
MD7.All deck shall be provided in a minimum of 3-span lengths where possible.
STEEL DECK NOTES
SF1.All light gage, cold formed steel (CFS) members shall conform to the following (See drawings for application):
TYPE SIZE OLD GAGE SPACING GRADE
Exterior Wall Studs 600 S 162-54 16 16" oc, u.n.o.ST33H (33 ksi)
Interior Load-Bearing Studs 600 S 162-54 16 16" oc, u.n.o.ST33H (33 ksi)
SF2.All sheet steel shall comply with ASTM A1003. Coating shall be G90 galvanizing.
SF3.Provide steel tracks complying with ASTM C955, thickness to match studs, 2" flange width.
SF3.Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing = 48"
OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o.
SF6.All cold formed steel members shall comply with the requirements of the latest AISI Specification.
SF7.Field welding is not permitted. Provide screwed connections.
SF8.For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure.
SF9.Provide 5/8" plywood sheathing on outside face of all exterior wall studs.
COLD FORMED STEEL FRAMING NOTES
CFS HEADER SCHEDULE
OPENING HEADER JAMB
(INTERIOR NON-LOAD BEARING WALLS)
0'-0" TO 8'-0"
8'-1" TO 10'-0"
10'-1" TO 12'-0"
12'-1" TO 16'-0"
(2) 600S162-33+
(2) STUD DEPTH T150-33
(2) 800S162-33+
(2) STUD DEPTH S162-33
(2) 1000S162-54+
(2) STUD DEPTH S162-54
(2) 1200S162-54+
(2) STUD DEPTH S162-33
MIN (2) 362S162-33 (16'-0" MAX HGT)
MIN (2) 600S162-33 (20'-0" MAX HGT)
MIN (2) 362S162-33 (14'-0" MAX HGT)
MIN (2) 600S162-33 (20'-0" MAX HGT)
MIN (2) 362S162-33 (14'-0" MAX HGT)
MIN (2) 800S162-33 (20'-0" MAX HGT)
MIN (2) 600S162-33 (14'-0" MAX HGT)
MIN (2) 800S162-54 (20'-0" MAX HGT)
CFS HEADER SCHEDULE
(EXTERIOR NON-LOAD BEARING WALLS)
OPENING HEADER JAMB (6)
0'-0" TO 6'-0"
6'-1" TO 8'-0"
8'-1" TO 12'-0"
(2) 600S162-54+
(2) STUD DEPTH T150-54
(2) 800S162-54+
(2) STUD DEPTH S150-54
(2) 1200S162-68+
(2) STUD DEPTH S150-68
MIN (2) 600S162-54
MIN (2) 600S162-68
MIN (2) 600S250-68
CFS HEADER SCHEDULE NOTES:
1. WEB STIFFENERS REQUIRED AT EACH END OF HEADERS AND SILL.
2. HEADERS ARE BOXED SECTIONS, SEE DETAILS.
3. JAMBS ARE BACK TO BACK SECTIONS, SEE DETAILS.
4. PROVIDE SAME FRAMING FOR OPENING SILL AS SHOWN FOR HEADER.
5. SCHEDULE APPLIES TO 16'-0" MAXIMUM STUD UNBRACED LENGTH (WALL HEIGHT).
6. MINIMUM JAMB DEPTH SHOWN, ACTUAL JAMB DEPTH TO MATCH STUD DEPTH IF LARGER.
1717 East 116th Street, Suite 200
Carmel, Indiana 46032
Structural Engineers
317-580-0402
www.mccomaseng.com McCOMAS
ENGINEERING
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S401S401S401S401
O/O OUT TO OUT
OA OVERALL
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OH OVER HEAD
OPNG OPENING
OPP OPPOSITE
OPP HD OPPOSITE HAND
OSB ORIENTED STRAND BOARD
OSL OUTSTANDING LEG
OVS OVERSIZE HOLE
PAF POWDER ACTUATED FASTENER
PC PRECAST
PL PLATE
PLF POUNDS PER LINEAR FOOT
PLYWD PLYWOOD
PNL PANEL
PROJ PROJECTION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PSL PARALLEL STRAND LUMBER
PT PRESSURE TREATED
PTN PARTITION
R RADIUS
RD ROOF DRAIN
REF REFERENCE
REINF REINFORCE(D) (ING) (MENT)
REQ'D REQUIRED
REV REVISION/REVISED
RO ROUGH OPENING
RRD ROOF RELIEF DRAIN
RTN RETURN
RTU ROOF TOP UNIT
RW RETAINING WALL
SCHED SCHEDULE
SECT SECTION
SHT SHEET
SIM SIMILAR
SJ SAWCUT JOINT
SJI STEEL JOIST INSTITUTE
SL SLOPED
SPA SPACE(S)
SPECS SPECIFICATIONS
SQ SQUARE
SS STAINLESS STEEL
SSL SHORT SLOTTED HOLES
STD STANDARD
STIFF STIFFENERS
STL STEEL
STRUCT STRUCTURAL
SYMM SYMMETRICAL
T&B TOP AND BOTTOM
T&G TONGUE AND GROOVE
TB TIE BEAM
TC TOP CHORD
TCX TOP CHORD EXTENSION
TEMP TEMPERATURE
TF TRENCH FOOTING
THK THICK
THKS THICKENED SLAB
THR'D THREADED
TL TOTAL LOAD
TOP'G TOPPING
TRANS TRANSVERSE
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
w/WITH
WD WOOD
WO WINDOW OPENING (MASONRY)
WP WORKING POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
ELEVATION TOP AND BOTTOM OF LIST
T/"ELEVATION, TOP OF"
B/"ELEVATION, BOTTOM OF"
T/BB TOP OF BOND BEAM
T/BM TOP OF BEAM
T/CONC TOP OF CONCRETE
T/F TOP OF FOOTING
T/LDG TOP OF LEDGE
T/MAS TOP OF MASONRY
T/P TOP OF PIER
T/SLAB TOP OF SLAB
T/STL TOP OF STEEL
T/W TOP OF WALL
T/GB TOP OF GRADE BEAM
T/CAIS TOP OF CAISSON
B/PL BOTTOM OF PLATE
B/F BOTTOM OF FOOTING
SPECIAL CHARACTERS
°DEGREE
±PLUS OR MINUS
ELEVATION
Ø DIAMETER
AR ANCHOR RODS
ABV ABOVE
ACI AMERICAN CONCRETE INSTITUTE
ADD'L ADDITIONAL
ADH ADHESIVE
ADJ ADJACENT
AESS ARCHITECTURALLY EXPOSED
STRUCTURAL STEEL
AFF ABOVE FINISHED FLOOR
AGGR AGGREGATE
AHU AIR HANDLING UNIT
AISC AMERICAN INSTITUTE OF
STEEL CONSTRUCTION
AISI AMERICAN IRON AND
STEEL INSTITUTE
ALUM ALUMINUM
ALT ALTERNATE
APPROX APPROXIMATE
ARCH ARCHITECT
ARCH'L ARCHITECTURAL
ASTM AMERICAN SOCIETY OF
TESTING MATERIALS
AWS AMERICAN WELDING SOCIETY
L ANGLE
BAL BALANCE
BB BOND BEAM
B/B BACK TO BACK
BC BOTTOM CHORD
BD BOARD
BLDG BUILDING
BLK BLOCK
BLW BELOW
BM BEAM
BOTT BOTTOM
BP BEARING PLATE
BRDG BRIDGING
BRG BEARING
BRK BRICK
BS BOTH SIDES
BSMT BASEMENT
BTWN BETWEEN
BUC BUILT UP COLUMN
c CAMBER
C/C CENTER TO CENTER
CANT CANTILEVER
CAIS CAISSON
CFS COLD FORMED STEEL
CJ CONTROL AND/OR
CONSTRUCTION JOINT
CL CENTERLINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
COORD COORDINATE
COMP COMPACTED
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
CTR CENTER
CTR'D CENTERED
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DLT DEEP LEG TRACK
DO DITTO
DN DOWN
DTL DETAIL
DWG DRAWING
DWL DOWEL
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
ENG ENGINEER
ELEV ELEVATION
ELECT ELECTRICAL
EOD EDGE OF DECK
EOS EDGE OF SLAB
EQ EQUAL
EQUIV EQUIVALENT
ES EACH SIDE
EW EACH WAY
EXIST EXISTING
EXP EXPANSION
EXT EXTERIOR
F/FACE OF
FD FLOOR DRAIN
FDN FOUNDATION
FIN FINISH
FLR FLOOR
FLG FLANGE
FS FARSIDE
FTG FOOTING
GA GAUGE
GALV GALVANIZED
GB GRADE BEAM
GC GENERAL CONTRACTOR
GL GLULAM
GR GRADE
HC HOLLOW CORE
HD HOLD DOWN
HGT HEIGHT
HI HIGH
HK HOOK
HORIZ HORIZONTAL
HP HIGH POINT
HS HEADED STUD
HSS HOLLOW STRUCTURAL SECTION
ID INSIDE DIAMETER
IF INSIDE FACE
INFO INFORMATION
INT INTERIOR
INV INVERT
JST JOIST
JT JOINT
K KIP
KO KNOCK OUT
LB POUND
LDG LEDGE
LG LONG
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LNTL LINTEL
LSL LONG SLOTTED HOLES
LONG LONGITUDINAL
LP LOW POINT
LVL LAMINATED VENEER LUMBER
MAS MASONRY
MAT'L MATERIAL
MAX MAXIMUM
MBM METAL BUILDING MFR
MCJ MASONRY CONTROL JT
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING
MOM MOMENT
MSW MASONRY SHEAR WALL
MSL MEAN SEA LEVEL
MTL METAL
NO NUMBER
NS NEAR SIDE
NTS NOT TO SCALE
ABBREVIATIONS LIST
WALL FOOTING SCHEDULE (v2 simple)
Mark
DimensionsBottom Reinf
RemarksWidthThickness
Longitudinal ReinfTransverse Reinf
NoSizeSizeSpa
WF181' - 6"1' - 0"2#5NA0"
WF242' - 0"2' - 8"3#5NA0"
WF302' - 6"2' - 8"4#5NA0"
WF363' - 0"2' - 8"5#5NA0"
Wall Footing Schedule Notes:
1. See plan for actual footings used.
2. Reinforcing clearance at bottom and sides of footings = 3"
3. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36".
COLUMN FOOTING SCHEDULE (v2 simple)
Mark
Ftg DimensionsBottom Reinforcing
RemarksWidthLengthThickness
Short DirectionLong Direction
NoSizeLengthNoSizeLength
F15' - 0"5' - 0"2' - 8"6#54' - 6"6#54' - 6"
F26' - 0"6' - 0"1' - 0"7#55' - 6"7#55' - 6"
F36' - 0"6' - 0"2' - 8"7#55' - 6"7#55' - 6"
Column Footing Schedule (Special) Notes:
1. Reinforcing clearance at bottom and sides of footings = 3"
2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36".
PIER SCHEDULE (v2)
Mark
Pier SizeVert ReinfTies
RemarksWidthLengthNoSizeSizeSpa
P11' - 4"1' - 4"4#6#31' - 0"
Pier Schedule Notes:
1. Provide P1 reinforcing at each steel column, UNO.
2. Provide 1 1/2" concrete cover over ties.
3. See typical pier elevation for tie and vertical bar placement.
4. Provide CRSI Typ Bar Bend No T5 ties for all vertical face bars, if there are
more than for vertical bars in pier.
MASONRY WALL SCHEDULE (v2)
MarkTypeHoriz Reinf
Vert ReinfDowel Reinf
LocationRemarksSizeSpaSizeSpa
MW66" CMUN/A#54' - 0"#54' - 0"CenterGROUT SOLID
MW88" CMUN/A#54' - 0"#54' - 0"CenterGROUT SOLID
Masonry Wall Schedule Notes:
1. Provide 2" concrete cover from outside face for bars in each face.
2. Grout all cores with rebar solid, unless solid grouted wall is shown.
COLUMN SCHEDULE (v2 marked)
MarkSize
Base Plate SizeAnchor Rods
RemarksThickness WidthLengthSize (Dia)Quantity
C1HSS6X6X3/83/4"1' - 2"1' - 2"3/4"4
C2HSS8X8X3/83/4"1' - 4"1' - 4"3/4"4
Column Schedule Notes:
1. See typical details for column base construction.
BRICK LINTEL SCHEDULE
FOR ALL LINTELS NOT INDICATED ON PLANS
Clear Opening Steel Angle
Up to 5'-0"L3 1/2 x 3 1/2 x 5/16
5'-1" up to 7'-0"L5 x 3 1/2 x 5/16
7'-0" up to 10'-0"L6 x 3 1/2 x 3/8
Brick Lintel Schedule Notes:
1. All lintels shall have 8" bearing on each end of opening.
2. All exterior lintels shall be galvanized.
3. All interior lintels shall be shop primed with two coats of epoxy paint.
10'-1" up to 12'-0"L6 x 6 x 3/8
SLAB ON GRADE SCHEDULE (v2)
MarkThicknessReinforcing
Control Jt
Depth
Reinf
Clearance
Control Jt
Spa
Vapor
Retarder
Sub-Base
Depth Remarks
SOG04P4"6x6-W1.4xW1.4 WWF1"1 1/2"13' - 0"Plastic6"SEE NOTE #1
Slab On Grade Notes:
1. Fill below slab placed by contractor. Concrete slab to be placed by tenant.
1
2