HomeMy WebLinkAboutS-000-GENERAL-NOTES-AND-ABBREVIATIONS.
GRAPHIC SYMBOL
STRUCTURAL GRAPHIC SYMBOLS
SLOPE DIRECTION
AXIAL FORCE
MEMBER LOAD
FLOOR ELEVATION DATUM
KEY NOTE
EXTERIOR GRADE OR PAVEMENT ELEVATION
CONCRETE PATTERN
GRADE PATTERN
CONSTRUCTION FILL MATERIAL PATTERN
KEY JOINT
RUBBER OR VINYL WATERSTOP
REINFORCING STEEL
WELDED WIRE FABRIC
-X' - X"
OR
EMBEDDED ADHESIVE REINFORCING STEEL
EMBEDDED ADHESIVE ANCHOR
EXPANSION ANCHOR
WOOD BLOCK
WOOD BLOCK/BEAM END SECTION
R=xk
0.0k
SLOPE
?
DESCRIPTION
+
STRUCTURAL DETAIL SYMBOLS
1
S101
Ref
S000
1
ELEVATION MARKERSECTION MARKER
SECTION TITLE
Scale: NTS
1
S101
View Name
SECTION OR DETAIL
IDENTIFICATION
NUMBER
DRAWING NUMBER
WHICH SECTION OR
DETAIL IS TAKEN
SECTION, DETAIL OR
ELEVATION
IDENTIFICATION
NUMBER
DRAWING NUMBER ON WHICH
SECTION DETAIL OR
ELEVATION IS SHOWN
ABBREVIATIONS
ABV
ACI
ADD
ADDL
ADH
ADJ
A/E
AFF
AHU
ALT
ANCH
&
ANSI
APPD
APPROX
AR
ARCH
ASTM
@
AVG
B/B
BC
BD
BETW
BEV
BFF
BLDG
BLK
BM
BOF
BOS
BOT
BPL
BRCG
BRDG
BRG
BRK
BRKT
BT
C
CANT
C/C
CERT
CHAM
CJ
CL
CLR
CMU
COL
CONC
CONN
CONSTR
CONSTR JT
CONT
CONTR
CTR
DBL
DEG
DET
DIA
DIAG
DIM
DL
DN
DWG
DWGS
DWL
EA
EF
EL
ELEC
EMB
ENCL
ENG
EQ
EQPT
ES
E-W
EW
EXP JT
EXP
EXST
EXT
FD
FDN
FF
FIN
FLG
FLR
FS
FT
FTG
GA
GALV
GB
GC
GR
GYP
H
HD
HEF
HGR
HGT
HORIZ
HP
HS
HSS
HVAC
HVY
MINUS
MATERIAL
MAXIMUM
MECHANICAL
MEMBRANE
MEZZANINE
MANUFACTURER
MINIMUM
MISCELLANEOUS
MASONRY OPENING
METAL
NORTH
NEAR FACE
NOT IN CONTRACT
NUMBER
NORTH-SOUTH
NEARSIDE
NOT TO SCALE
ON CENTER
OUTSIDE DIAMETER
OUT TO OUT
OPENING
OPPOSITE
OCCUPATIONAL SAFETY
AND HEALTH ADMINISTRATION
OVERHEAD
PER
PERCENT
PLUS
PRECAST CONCRETE
PERIMETER
PLATE
PLYWOOD
PANEL
PROJECTION
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PREFABRICATED
PRESSURE TREATED
REFERENCE
REINFORCEMENT, REINFORCED,
REINFORCING
REQUIRED
RETAINING
REVISED/REVISION
RIGHT HAND
ROUND
ROUGH OPENING
SCHEDULE
SQUARE FEET
STEEL FIBER REINFORCED CONCRETE
SHEET
SHEATHING
SIMILAR
SLAB ON GRADE
SPACE, SPACING
SPLICE, SPLICING
SPECIFICATIONS
STAGGERED
STANDARD
STIFFENER
STEEL
STRUCTURAL
SUBFLOOR
SYMMETRICAL
SYSTEM
TOP OF
TOP AND BOTTOM
TOP CHORD
TEMPERATURE STEEL
THICK, THICKNESS
THROUGH
TOTAL LOAD
TOP OF CONCRETE
TOP OF FOOTING
TRANSVERSE
TOP OF SLAB
TYPICAL
UNLESS OTHERWISE NOTED
VERTICAL EACH FACE
VERTICAL
WIDTH, WIDE
WITH
WIND LOAD
WITHOUT
WEIGHT
WELDED WIRE MESH
WELDED WIRE REINFORCEMENT
ABOVE
AMERICAN CONCRETE INSTITUTE
ADDENDUM
ADDITIONAL
ADHESIVE
ADJACENT
ARCHITECT/ENGINEER
ABOVE FINISH FLOOR
AIR HANDLING UNIT
ALTERNATE, ALTERNATIVE
ANCHOR, ANCHORED
AND
AMERICAN NATIONAL STANDARDS INSTITUTE
APPROVED
APPROXIMATE
ANCHOR ROD, ANCHOR BOLT
ARCHITECTURAL, ARCHITECT
AMERICAN SOCIETY FOR TESTING AND MATERIALS
AT
AVERAGE
BACK TO BACK
BOTTOM CHORD
BOARD
BETWEEN
BEVELLED
BELOW FINISHED FLOOR
BUILDING
BLOCK, BLOCKING
BEAM
BOTTOM OF FOOTING
BOTTOM OF STEEL
BOTTOM
BASE (BEARING) PLATE
BRACING
BRIDGING
BEARING
BRICK
BRACKET
BOLT
CHANNEL
CANTILEVER
CENTER TO CENTER
CERTIFIED
CHAMFER
CONTROL JOINT, CONTRACTION JOINT
CENTER LINE
CLEAR, CLEARANCE
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONSTRUCTION
CONSTRUCTION JOINT
CONTINUATION (CONTINUOUS)
CONTRACT(OR)
CENTER
DOUBLE
DEGREE
DETAIL
DIAMETER
DIAGONAL
DIMENSION
DEAD LOAD
DOWN
DRAWING
DRAWINGS
DOWEL
EACH
EACH FACE
ELEVATION
ELECTRICAL
EMBEDMENT
ENCLOSURE
ENGINEER, ENGINEERING
EQUAL, EARTHQUAKE
EQUIPMENT
EACH SIDE
EAST-WEST
EACH WAY
EXPANSION JOINT
EXPANSION
EXISTING
EXTERIOR
FLOOR DRAIN
FOUNDATION
FINISH FLOOR
FINISH
FLANGE
FLOOR
FARSIDE
FEET
FOOTING
GAUGE
GALVANIZED
GRADE BEAM
GENERAL CONTRACT , GENERAL CONTRACTOR
GRADE
GYPSUM
HIGH
HEAD
HORIZONTAL EACH FACE
HANGER
HEIGHT
HORIZONTAL
HIGH POINT
HIGH STRENGTH
HOLLOW STRUCTURAL STEEL
HEATING VENTILATING AND AIR CONDITIONING
HEAVY
-
MATL
MAX
MECH
MEMB
MEZZ
MFR
MIN
MISC
MO
MTL
N
NF
NIC
NO OR #
N-S
NS
NTS
O/C
OD
O/O
OPNG
OPP
OSHA
OVRH
/
%
+
PC
PERIM
PL
PLYWD
PNL
PROJ
PSF
PSI
PREFAB
PT
REF
REINF
REQ
RET
REV
RH
RND
RO
SCH
SF
SFRC
SHT
SHTHG
SIM
SOG
SP
SPL
SPECS
STAG
STD
STIFF
STL
STRU
SUB FL
SYM
SYS
T/
T&B
TC
TEMP STL
THK
THRU
TL
TOC
TOF
TRANS
T/SLAB
TYP
UON
VEF
VERT
W
W/
WL
W/O
WT
WWM
WWR
ID
IF
IN
INCL
INFO
INSUL
INT
JST
JT
K
KSF
KSI
L
LB/LBS
LEV
LF
LG
LL
LLH
LLV
LONG
LP
INSIDE DIAMETE0R
INSIDE FACE
INCHES
INCLUDE
INFORMATION
INSULATION
INTERIOR
JOIST
JOINT
KIPS
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
LENGTH
POUNDS
LEVEL
PER LINEAR FOOT
LONG
LIVE LOAD
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONGITUDINAL
LOW POINT
is a member of the IBI Group of companies
DATE:
ISSUE
SHEET TITLE
PROJECT
SCALE:
APPROVED BY:PROJECT MGR:
PROJECT NO:
SHEET NUMBER
CLIENT
COPYRIGHT
ISSUES
This drawing has been prepared solely for the intended use, thus any reproduction
or distribution for any purpose other than authorized by IBI Group is forbidden.
Written dimensions shall have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and conditions on the job, and IBI
Group shall be informed of any variations from the dimensions and conditions
shown on the drawing. Shop drawings shall be submitted to IBI Group for general
conformance before proceeding with fabrication.
IBI Group Engineering Services (USA) Inc.
CHECKED BY:DRAWN BY: SCALE CHECKSEAL
3221 W Big Beaver, Suite 111
Troy, MI, 48084
10mm1 in CARMEL, IN
CONSULTANTS
As indicated
0 C:\Users\jon.fairbanks\Documents\REVIT2018\122885_814KC CrmlIN_STRU_v18_jon.fairbanks.rvtGENERAL NOTES AND
ABBREVIATIONS
122885
M.STOCK
2020-08-04
S-000
KINDERCARE LEARNING
CENTER
R.AECK
M.MULLEN J.FAIRBANKS
1. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED
STRUCTURE. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS AND
METHODS OF CONSTRUCTION. PROVIDE ALL MEASURES REQUIRED TO PROTECT
THE STRUCTURE, WORKMEN AND OTHER PERSONS DURING CONSTRUCTION.
PROVIDE ADEQUATE BRACING, SHORING FOR CONSTRUCTION EQUIPMENT AND
FOR THE BUILDING, FORMWORK AND SCAFFOLDING, SHEETING AND BRACING OF
EXCAVATIONS AND OTHER TEMPORARY SUPPORTS AS REQUIRED. COMPLY WITH
APPLICABLE REQUIREMENTS OF THE OSHA CODE, STATE CODES, LOCAL CODES
AND OTHER MISCELLANEOUS REQUIREMENTS OF THE AUTHORITY HAVING
JURISDICTION AT THE SITE.
2. CONSTRUCTION SHALL BE PERFORMED IN A SAFE MANNER BY ERECTING AND
MAINTAINING SAFETY BARRICADES EQUAL TO OR EXCEEDING OSHA
REQUIREMENTS AND ALL LOCAL CODES AROUND THE CONSTRUCTION AREA AT
ALL TIMES. ALL EMPLOYEES SHALL AT ALL TIMES WORK IN COMPLIANCE WITH THE
OWNERS SAFETY REGULATIONS.
3. CONTRACTOR TO PERFORM CONSTRUCTION IN A MANNER TO PREVENT DAMAGE
TO EXISTING AND NEW STRUCTURES, UTILITIES AND OTHER PROPERTY. REPAIR
SURFACES THAT HAVE BEEN DAMAGED. NEW WORK SUCH AS, BUT NOT LIMITED
TO PATCHING, PAINTING AND INSULATION SHALL MATCH EXISTING.
CONSTRUCTION GENERAL NOTES
4. EXISTING UTILITIES AND ALL OTHER OBSTRUCTIONS TO WORK SHALL BE
TEMPORARILY REMOVED BY THE CONTRACTOR AND RE-INSTALLED UNLESS
OTHERWISE NOTED, INCLUDING NECESSARY MODIFICATIONS BY THE
CONTRACTOR AFTER COMPLETION OF WORK.
5. CONTRACTOR TO PLAN AND SCHEDULE CONSTRUCTION AND DEMOLITION
ACTIVITIES TO AVOID INTERFERENCE AND MINIMIZE DISRUPTION OF THE OWNER'S
OPERATIONS.
6. CONTRACTOR TO BECOME FAMILIAR WITH THE EXISTING FIELD CONDITIONS AND
MAKE NECESSARY FIELD SURVEYS AS REQUIRED FOR PROPER EXECUTION OF
THE WORK. BEFORE PROCEEDING WITH THE DETAILING, CAREFULLY EXAMINE
AND SURVEY ALL EXISTING STRUCTURES AND CONDITIONS TO VERIFY
DIMENSIONS AND SIZES THAT ARE SHOWN ON THE DRAWINGS. REPORT ANY
DISCREPANCIES IN THE EXISTING CONDITIONS IMMEDIATELY TO THE OWNER'S
REPRESENTATIVE.
7. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT
SHOWN ON THE STRUCTURAL DRAWINGS. REPORT ANY DISCREPANCIES BETWEEN
THE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO THE OWNER'S
REPRESENTATIVE PRIOR TO CONSTRUCTION.
8. DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS
OCCURRING THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED.
SUCH DETAILS APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH
LOCATION. NOTIFY THE OWNER'S REPRESENTATIVE OF CONFLICTS REGARDING
APPLICABILITY OF "TYPICAL DETAILS".
9. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS.
EXAMINE THE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED
OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE
STRUCTURAL DRAWINGS OR NOT. VERIFY SIZE AND LOCATION OF OPENINGS WITH
THE MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON
THE STRUCTURAL DRAWINGS MUST BE APPROVED PRIOR TO IMPLEMENTING
CHANGES.
10. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON ERECTED FLOORS OR
ROOFS IN EXCESS OF 80 PERCENT OF SPECIFIED DESIGN LIVE LOAD. MINIMIZE
DYNAMIC IMPACT WHEN PLACING MATERIALS ON FLOORS OR ROOFS.
11. THE OWNER WILL RETAIN AN INDEPENDENT TESTING AGENCY TO PROVIDE ALL
REQUIRED CONSTRUCTION MATERIAL TESTING, INSPECTION AND OBSERVATIONS.
12. ALL TEST REPORTS SHALL BE RECEIVED WITHIN THREE WORKING DAYS OF THE
TEST BEING PERFORMED. TWO COPIES OF THESE REPORTS SHALL BE
FORWARDED TO THE OWNER'S REPRESENTATIVE. TEST RESULTS NOT IN
CONFORMANCE WITH PROJECT SPECIFICATIONS SHALL BE HIGHLIGHTED.
1. FOR WALLS OR GRADE WALLS HAVING FILL ON EACH SIDE PROCEED WITH
BACKFILLING OPERATIONS SIMULTANEOUSLY IN MAX 8" UNIFORM LIFTS
DIFFERENTIAL ELEVATION OF TOP OF LIFTS BETWEEN EACH SIDE SHALL NOT
EXCEED 18 INCHES.
BACKFILLING
2. PLACE BACKFILL ALONG RETAINING WALLS ONLY AFTER THE CONCRETE HAS
ATTAINED ITS DESIGN STRENGTH.
1. DESIGN, DETAILING, AND CONSTRUCTION OF REINFORCED CONCRETE SHALL
CONFORM TO THE FOLLOWING PUBLICATIONS PER THE IBC UNLESS OTHERWISE
NOTED:
a. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
(ACI 318)
b. ACI DETAILING MANUAL (ACI SP66)
c. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301)
CAST-IN-PLACE CONCRETE
2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL DEVELOP A MINIMUM
COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS UNLESS HIGHER STRENGTH
IS NOTED ON THE DRAWINGS.
3. NORMAL WEIGHT CONCRETE USED FOR SPREAD AND STRIP FOOTINGS
SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 3500
PSI AT 28 DAYS UNLESS OTHERWISE NOTED.
5. PROVIDE ADEQUATE SHEETING, SHORING AND BRACING OF EXCAVATIONS AS
REQUIRED FOR SAFE CONSTRUCTION. DESIGN OF TEMPORARY EARTH RETENTION
SYSTEMS OR STRUCTURES IS THE RESPONSIBILITY OF THE CONTRACTOR.
6. REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (GRADE
60) AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60 KSI.
7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE FURNISHED
IN FLAT SHEETS (NOT ROLLS).
8. WHERE DEVELOPMENT OR SPLICING IS REQUIRED, REINFORCING SHALL HAVE
EITHER TENSION EMBEDMENT OR TENSION CLASS "B" LAP SPLICE UNLESS
OTHERWISE NOTED.
9. PROVIDE 2-#5 ADDITIONAL BAR PER LAYER OF REINFORCING AROUND OPENINGS
LARGER THAN ONE FOOT SQUARE OR DIAMETER UNLESS OTHERWISE NOTED.
EXTEND BARS A MINIMUM OF 24 INCHES BEYOND OPENINGS UNLESS OTHERWISE
NOTED. PROVIDE 2-#5 x 4'-0" LONG DIAGONAL BARS PER LAYER OF
REINFORCEMENT AT ALL RE-ENTRANT CORNERS.
10. PROVIDE HORIZONTAL BENT BARS AT CORNERS AND INTERSECTIONS OF
CONCRETE WALLS USING THE SAME SIZE AND SPACING AS FOR HORIZONTAL
WALL REINFORCING. USE BENT DOWELS IF NECESSARY TO DEVELOP
ANCHORAGE.
11. PROVIDE VERTICAL DOWELS FROM PIER FOOTINGS TO PIERS AND FROM WALL
FOUNDATIONS TO WALLS OF SAME SIZE AND SPACING AS VERTICAL REINFORCING
AND OFFSET FOR SPLICE AS REQUIRED.
12. CONSTRUCTION JOINTS SHALL HAVE A KEY (OR KEYS) CENTERED ON THE
MEMBER. WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY
WIDTH SHALL BE ONE FOURTH OF THE CROSS SECTION DIMENSION OF THE
MEMBER AND THE KEY DEPTH SHALL BE 10 PERCENT OF THE CROSS SECTION
DIMENSION OF THE MEMBER WITH A MINIMUM DIMENSION OF 3/4 INCH.
13. PLACE WALLS, GRADE BEAMS AND STRIP FOOTINGS TO A MAXIMUM LENGTH OF
100 FEET BETWEEN CONSTRUCTION JOINTS.
14. PROVIDE SMOOTH FORMED FINISH ON EXPOSED CONCRETE.
15. PROVIDE 3/4 INCH BY 45 DEGREE BEVELED EDGES ON EXPOSED CORNERS UNLESS
OTHERWISE NOTED.
16. FORMS AND REINFORCING STEEL SET IN PLACE MUST BE INSPECTED AND
APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO PLACING CONCRETE.
17. BEFORE PLACING CONCRETE, REFER TO OTHER TRADE DRAWINGS AND
COORDINATE THE LOCATION AND SIZE OF ITEMS SUCH AS, BUT NOT LIMITED TO,
OPENINGS, EQUIPMENT PADS, PIPING, CONDUIT, DRAINS, DEPRESSED FLOORS,
DOOR HOLD DOWNS IN GRADE WALLS AND EMBEDDED ITEMS.
18. CONSULT WITH THE OWNER'S REPRESENTATIVE FOR APPROVAL OF
EXCAVATIONS WHEN CONDITIONS SUCH AS, BUT NOT LIMITED, TO POOR SOIL,
WATER, OBSTRUCTIONS, PIPING, AND ADJACENT SEWERS.
19. PROTECT ALL CONSTRUCTION SUCH AS, BUT NOT LIMITED TO, SLABS, GRADE
WALLS, OTHER WALLS, AND FOUNDATIONS FROM DAMAGE DUE TO FROST HEAVE.
4. NORMAL WEIGHT CONCRETE USED FOR EXTERIOR SLABS ON GRADE, GRADE
WALLS AND EXTERIOR FORMED PIERS SHALL DEVELOP A MINIMUM COMPRESSIVE
STRENGTH OF 4500 PSI AT 28 DAYS UNLESS OTHERWISE NOTED.
1. BEAMS AND HEADERS SHALL BE OF HEM-FIR, SPRUCE-PINE-FIR OR DOUGLAS FIR-
LARCH NUMBER 2 OR BETTER WITH THE FOLLOWING MINIMUM PROPERTIES:
a. Fb = 850 PSI
b. Fv = 135 PSI
c. Ft = 450 PSI
d. Fc = 1,150 PSI
e. Fcperp = 405 PSI
f. E = 1,300 KSI
2. STUDS AND PLATES SHALL BE OF SPRUCE-PINE-FIR No. 2 OR BETTER WITH THE
FOLLOWING MINIMUM PROPERTIES:
a. Fb = 675 PSI
b. Fv = 135 PSI
c. Fc = 725 PSI
d. Fcperp = 425 PSI
e. E = 1,200 KSI
3. ALL MULTIPLE PLY MEMBERS SHALL BE FASTENED TOGETHER WITH 3 ROWS OF
16d COMMON NAILS AT 12 INCH ON CENTER.
DIMENSIONAL LUMBER
4. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESERVATIVE TREATED TO RESIST DECAY.
5. ALL HARDWARE, ANCHORS, ETC FOR USE WITH PRESERVATIVELY TREATED
LUMBER SHALL BE HOT-DIPPED GALVANIZED TO G185. ALL HARDWARE, ANCHORS,
FASTENERS, ETC IN EXTERIOR APPLICATIONS SHALL BE GALVANIZED TO G90.
6. UNLESS SPECIFICALLY NOTED OTHERWISE FASTENING OF ALL DIMENSIONAL
LUMBER SHALL BE PER TABLE 2304.9.1 OF THE SPECIFIED BUILDING CODE.
1. ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED
SHEATHING OR BETTER AND SHALL BEAR THE STAMP OF AN APPROVED TESTING
AGENCY.
2. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. ON ROOFS
WHERE PLYWOOD IS LAYED UP WITH FACE GRAIN PARALLEL TO SUPPORTS, USE A
MINIMUM OF 5-PLY PLYWOOD. STAGGER JOINTS.
APA RATED SHEATHING
3. ALL NAILING, COMMON NAILS, WHERE SCREWS ARE INDICATED FOR WOOD TO
WOOD ATTACHMENTS USE WOOD SCREWS.
4. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX
RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE:
SPAN PANEL EDGE PANEL FIELD
USE THICKNESS RATIO FASTENER SPACING FASTENER SPACING
FLOOR 23/32" T&G 48/24 SCREWS @ 6" OC SCREWS @ 12" OC
ROOF 19/32" T&G 40/20 8d NAILS @ 6" OC 8d NAILS @ 12" OC
WALL 7/16" 24/16 8d NAILS @ 6" OC 8d NAILS @ 12" OC
5. SCREWS AT FLOOR SHEATHING SHALL BE #8X2 1/2" LONG FOR SHEATHING LESS
THAN 1" THICK.
6. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORTING MEMBERS WITH APA
AFG-01 QUALIFIED GLUE.
7. ALL SHEATHING PANELS FOR WOOD SHEAR WALLS MUST BE A MINIMUM 24" WIDE
1. SLABS ON GRADE SHALL REST ON A MINIMUM OF 6 INCHES OF COMPACTED
GRANULAR MATERIAL OVER COMPACTED SUB GRADE. REFER TO PLAN FOR
THICKNESS OF SLABS.
2. PROVIDE 2-#5 x 4'-0" LONG DIAGONAL TOP BARS AT ALL RE-ENTRANT CORNERS
AROUND GRADE WALLS AND SLAB HOLD DOWNS.
3. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND DETAILS OF SLAB
HOLD DOWNS FOR FLOOR FINISHES AND SLOPED FLOOR PROFILES AROUND
FLOOR DRAINS, SUMPS, ENTRY DOORS, ETC.
SLAB-ON-GROUND
4. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF
UNDER SLAB AND EMBEDDED PIPING, PLUMBING, FLOOR DRAINS, DUCTS,
CONDUIT, ETC.
5. DO NOT LOAD SLABS ON GRADE WITH ERECTION CRANES OR ERECTION
EQUIPMENT. SLABS HAVE NOT BEEN DESIGNED FOR CRANE LOADS AND WILL
REQUIRE TEMPORARY CRIBBING OR OTHER MEANS TO DISTRIBUTE
CONCENTRATED LOADS. OBTAIN ENGINEER'S APPROVAL ON PROPOSED CRANE
SUPPORT PLAN FOR SLABS PRIOR TO COMMENCING WORK.
1. ALL FOOTINGS SHALL BEAR ON UNDISTURBED VIRGIN SOIL OR
ENGINEERED FILL. IF EXISTING FILL MATERIAL IS ENCOUNTERED AT BEARING
ELEVATION, REMOVE FILL, TEST SOIL AND REPLACE WITH ENGINEERED FILL OR
LEAN CONCRETE TO ACHIEVE REQUIRED BEARING CAPACITY. ENGINEERED FILL
SHALL BE PLACED UNDER THE DIRECT SUPERVISION OF GEOTECHNICAL
CONSULTANT. TEST BEARING STRATUM PER SPECIFICATIONS.
a. SPREAD FOOTINGS SHALL HAVE A MINIMUM NET ALLOWABLE BEARING
CAPACITY OF 2.5 KSF.
b. CONTINUOUS STRIP FOOTINGS SHALL HAVE A MINIMUM NET ALLOWABLE
BEARING CAPACITY OF 2.5 KSF.
2. PROVIDE AS-BUILT DRAWINGS SHOWING ACTUAL BOTTOM ELEVATION OF
FOOTINGS AND OTHER APPROVED DEVIATIONS FROM THE DRAWINGS IN
ACCORDANCE WITH THE SPECIFICATIONS.
3. REFER TO CIVIL DRAWINGS AND TO SPECIFICATIONS FOR EXCAVATION,
BACKFILLING, GRADING AND COMPACTION REQUIREMENTS AND FOR DETAILS OF
EXISTING SITE CONDITIONS.
SPREAD AND CONTINUOUS FOOTINGS
4. FOUNDATION DESIGN CRITERIA IS BASED ON GEOTECHNICAL ENGINEERING
SERVICE REPORT PROJECT # 0016-1263 BY INTERTEK PSI DATED 10/29/2019
5. FROST DEPTH IS 2'-6" BELOW FINISH GRADE.
1. DESIGN, FABRICATION AND ERECTION OF ALL WOOD TRUSSES SHALL BE IN
ACCORDANCE WITH LATEST EDITION OF THE FOLLOWING:
a. NATIONAL DESIGN SPECIFICATION FOR WOOD STRESS GRADED LUMBER
AND ITS FASTENING.
b. TRUSS PLATE INSTITUTE PUBLICATION, DESIGN SPECIFICATIONS FOR LIGHT
METAL CONNECTED WOOD TRUSSES.
c. TRUSS PLATE INSTITUTE PUBLICATION, BTW BRACING WOOD TRUSSES
COMMENTARY AND RECOMMENDATIONS.
2. TRUSS MATERIAL SHALL BE SOUTHERN YELLOW PINE OF SIZE AND GRADE
DETERMINED BY THE TRUSS MANUFACTURER. MINIMUM GRADE SHALL BE NUMBER 2.
WOOD TRUSSES
3. WEB MEMBER CONFIGURATIONS FOR EACH PARTICULAR TRUSS SHALL BE
DETERMINED BY THE TRUSS MANUFACTURER AND SUBMITTED TO THE ENGINEER
OF RECORD FOR REVIEW AND COMMENT.
4. EACH TRUSS SHALL BE DESIGNED TO ACT AS PART OF A ROOF FRAMING
SYSTEM. THE DESIGN OF ANY TEMPORARY OR PERMANENT BRACING REQUIRED
FOR STABILITY OF THE TRUSS SYSTEM SHALL BE THE RESPONSIBILITY OF THE
TRUSS MANUFACTURER.
5. ALL TRUSS CONNECTIONS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER
TO SUPPORT THE DESIGN LOADS SPECIFIED IN THE DESIGN CRITERIA PER THE
LATEST TRUSS PLATE INSTITUTE STANDARD. PROVIDE MINIMUM 20 GAGE G60
GALVANIZED SHEET STEEL CONNECTION PLATES CONFORMING TO ASTM A 653,
GRADE 33.
6. WHEN TRUSSES ARE REQUIRED TO FRAME INTO OTHER TRUSSES (ie. JACK
TRUSSES INTO A GIRDER TRUSS), THE CONNECTION AND HANGER DESIGN SHALL
BE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. THE TRUSS
MANUFACTURER SHALL MAKE THE NECESSARY PROVISIONS IN THE SUPPORTING
TRUSS TO ACCEPT ANY NECESSARY HARDWARE OR HANGERS FOR THE
SUPPORTED TRUSS.
7. ALL MULTIPLE PLY TRUSSES SHALL BE FASTENED TOGETHER USING 16d
COMMON NAILS AT 8" ON CENTER.
8. SUBMITTALS FOR WOOD TRUSSES SHALL INCLUDE:
a. IN GENERAL WOOD TRUSS SUBMITTALS SHALL CONFORM TO SECTION
2303.4.1 OF THE SPECIFIED BUILDING CODE.
b. DIAGRAM AND DESIGN INFORMATION FOR EACH UNIQUE TRUSS BEING
SUPPLIED.
c. LAYOUT DRAWING INCLUDING THE LOCATION OF EACH SPECIFIC TRUSS.
d. HANGER TYPE AND INFORMATION FOR EACH TRUSS TO TRUSS CONNECTION.
e. ERECTION DRAWINGS INCLUDING THE LOCATION OF ALL PERMANENT
BRACING OF THE TRUSS FRAMING SYSTEM. (FOR RECORD PURPOSES ONLY)
9. THE TRUSS DESIGN SHALL CONSIDER ALL APPLICABLE LOADING COMBINATIONS
AS LISTED IN SPECIFIED BUILDING CODE.
10. LOADING FOR TRUSS DESIGN AND SUPPORT REACTIONS:
a. TOP CHORD LIVE LOAD = 20.0 psf
b. TOP CHORD SNOW LOAD = SEE SNOW DESIGN CRITERIA
c. TOP CHORD DEAD LOAD = 6.0 psf
d. BOTTOM CHORD DEAD LOAD = 11.0 psf
e. REFER TO DIAGRAM ON SHEET S-001 FOR UNBALANCED SNOW LOAD
11. THE TRUSS SYSTEM DESIGN AND SUPPORT REACTIONS SHALL CONSIDER THE
EFFECTS OF WIND UPLIFT PRESSURES AS INDICATED.
1. CONTRACTOR SHALL FURNISH, ERECT, AND REMOVE AS NOTED ALL ELEMENTS OF
THE TEMPORARY EARTH RETENTION SYSTEM NECESSARY TO SAFELY MAINTAIN
THE REQUIRED OPEN-CUT EXCAVATION DURING THE CONSTRUCTION OF ALL
BELOW GROUND WORK. ACTUAL SIZE AND LOCATION OF ALL ELEMENTS OF
SYSTEM SHALL BE DETERMINED BY CONTRACTOR AND INDICATED ON SHOP
DRAWINGS. CONTRACTOR DESIGN SHALL BE PERFORMED UNDER THE DIRECTION
OF, AND SEALED BY, A LICENSED PROFESSIONAL ENGINEER EXPERIENCED IN
THIS TYPE OF WORK. SHOP DRAWINGS, INCLUDING DETAILED SEQUENCE OF
WORK, SHALL BE SUBMITTED TO ARCHITECT-ENGINEER FOR REVIEW PRIOR TO
COMMENCEMENT OF ANY WORK.
TEMPORARY EARTH RETENTION SYSTEM
2. VERIFY LOCATION OF ALL UNDERGROUND UTILITIES. ELEMENTS OF RETENTION
WALL SHALL BE DESIGNED, INSTALLED, AND REMOVED SO AS TO AVOID DAMAGE
TO ANY EXISTING UTILITIES. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT
AND/OR PROTECTION OF EXISTING UTILITIES WITHIN OR ADJACENT TO
EXCAVATED AREA DURING CONSTRUCTION PERIOD.
3. PROVIDE SUFFICIENT CLEARANCE AROUND RETENTION SYSTEM TO ALLOW
COMPLETION OF ALL WORK WITHIN EXCAVATION WITHOUT INTERFERENCE FROM
ELEMENTS OF RETENTION SYSTEM.
4. PROVIDE TIEBACKS AND WALES, AS REQUIRED, OF SUFFICIENT SIZE AND SPACING
TO RESIST ALL LOADS.
1. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND
ACCESSORIES IN ACCORDANCE WITH ACI 315 AND ACI 318.
2. PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM
A615, GRADE 60.
3. COORDINATE PLACEMENT OF CAST-IN-PLACE EMBEDS AND ANCHOR RODS. SET
ANCHOR RODS WITH A TEMPLATE. SECURELY ATTACH EMBED ITEMS TO
FORMWORK OR REINFORCING.
REINFORCING STEEL
4. PROVIDE CLASS "B" REINFORCEMENT SPLICES FOR CONTINUOUS
REINFORCEMENT. PROVIDE STANDARD 90-DEGREE HOOKS IN ACCORDANCE
WITH ACI 318, UNLESS NOTED OTHERWISE.
5. MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING
STEEL UNLESS NOTED OTHERWISE.
a. CONCRETE CAST AGAINST EARTH: 3 INCHES
b. CONCRETE EXPOSED TO WEATHER
i. NUMBER 6 AND LARGER: 2 INCHES
ii. NUMBER 5 AND SMALLER: 1 1/2 INCHES
c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH
THE GROUND:
i. SLABS AND WALLS
1. NUMBER 14 AND NUMBER 18: 1 1/2 INCHES
2. NUMBER 11 AND SMALLER: 3/4 INCHES
6. DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY
SHOWN OR APPROVED BY THE STRUCTURAL ENGINEER.
7. WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT
ACCORDANCE WITH ASTM A 706 GRADE 60. USE LOW HYDROGEN ELECTRODES
FOR WELDING OF REINFORCEMENT IN CONFORMANCE WITH "RECOMMENDED
PRACTICES FOR WELDING REINFORCING STEEL, AMERICAN WELDING SOCIETY,
AWS D12.1. PROVIDE ASTM GRADE 40 REINFORCING BARS WHERE DETAILED BARS
ARE TO BE WELDED TO A STEEL SECTION.
8. WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN
REINFORCING.
9. PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCEMENT WITH 90-DEGREE
BENDS AND EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON
TYPICAL BAR PLACING DETAILS.
10. WHEN SHOWN ON DRAWINGS PROVIDE FIBER REINFORCING IN ACCORDANCE
WITH SPECIFICATIONS. ADD FIBER REINFORCING TO THE CONCRETE MIX IN
ACCORDANCE WITH ASTM C 1116 AND THE MANUFACTURERS RECOMMENDATIONS.
11. REFER TO S-200 FOR CONCRETE REINFORCING TENSION LAP SPLICE AND
DEVELOPMENT LENGTH SCHEDULE
1. LAMINATED VENEER LUMBER (LVL) MEMBERS SHALL CONFORM TO
THE FOLLOWING MINIMUM PROPERTIES:
a. Fb = 2600 PSI
b. Fv = 285 PSI
c. Ft = 1555 PSI
d. Fcperp = 750 PSI
e. Fcpar = 2510 PSI
f. E = 1,900,000 PSI
2. ALL MULTIPLE PLY MEMBERS SHALL BE FASTENED TOGETHER IN
ACCORDANCE WITH THE FOLLOWING FASTENER PATTERN:
a. UP TO 3 - PLY'S OF 1 3/4" WIDE MEMBERS
USE 2 - ROWS OF 10d NAILS @ 12" OC, EACH FACE
b. 4 - PLY 1 3/4" WIDE MEMBERS, USE 2 - ROWS OF SIMPSON STRONG TIE
6" LONG SDS SCREWS @ 16" OC, EACH FACE. STANDARD WOOD SCREWS
ARE NOT TO BE USED IN LIEU OF SDS SCREWS.
c. THE ABOVE FASTENER SIZE AND SPACINGS ARE MINIMUMS. IN ALL CASES,
REFER TO MANUFACTURER'S PRODUCT MANUAL AND SPECIFICATIONS TO
DETERMINE FASTENER SIZE AND SPACING.
3. DO NOT CUT CUT OR DRILL LVL MEMBERS, EXCEPT AS DIRECTED BY
THE LVL MANUFACTURER. CONTRACTOR TO REVIEW MANUFACTURER'S
PRODUCT MANUAL AND BECOME FAMILIAR WITH ALL CONSTRUCTION DETAILS
AND TABLES.
4. DO NOT PLACE ENGINEERED LUMBER DIRECTLY IN CONTACT WITH CONCRETE OR
MASONRY, UNLESS USING PRESERVATIVELY TREATED LUMBER TO RESIST DECAY.
5. FOR ANY TYPICAL FASTENING AND DETAILS NOT SHOWN IN THE DRAWINGS,
CONSULT WITH MANUFACTURER'S PRODUCT MANUAL.
ENGINEERED WOOD
1. DESIGN, DETAILING, FABRICATION AND ERECTION OF STRUCTURAL
STEEL SHALL CONFORM TO THE LATEST EDITION OF THE
FOLLOWING PUBLICATIONS EXCEPT AS SPECIFICALLY INDICATED IN
THE CONTRACT DOCUMENTS:
a. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STEEL
CONSTRUCTION MANUAL
b. AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
(ANSI/AISC 360)
c. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR
A490 BOLTS BY RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS (RCSC)
d. AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING
CODE D1.1
STRUCTURAL STEEL
3. MAKE FIELD CONNECTIONS WITH ASTM A325-N TYPE 1 HIGH
STRENGTH BEARING TYPE BOLTS (THREADS ASSUMED IN THE SHEAR
PLANE) UNLESS OTHERWISE NOTED.
4. FOR STEEL TO WOOD CONNECTIONS, PROVIDE SNUG TIGHTENED
BOLTS FOR ALL CONNECTIONS, WITH ANCO LOCKING NUTS OR
APPROVED EQUAL.
2. MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS UON:
a. ALL OTHER STRUCTURAL SHAPES (L, C, S, M & PLATE).... ASTM A36
5. PERFORM ALL WELDING BY ELECTRIC ARC METHOD IN ACCORDANCE
WITH THE AWS STRUCTURAL WELDING CODE D1.1. WELDING
ELECTRODE SHALL BE LOW HYDROGEN E70XX.
6. FOR THE EXTERIOR STEEL PRIMER, CONTRACTOR TO PROVIDE AN
EXTERIOR ALKYD OR LATEX BASED RUST INHIBITING PRIMER
RECOMMENDED BY THE MANUFACTURER OF THE FINISH COAT, FOR
THE STEEL SUBSTRATE.
7. FOR EXTERIOR STEEL, CONTRACTOR TO PROVIDE A FINISH COAT
USING A ZINC RICH PAINT. SEE BELOW FOR A LIST OF APPROVED
MANUFACTURER'S AND PAINT TYPES:
a. BENJAMIN MOORE; ULTRA SPEC EXTERIOR
b . GLIDDEN PROFESSIONAL; FORTIS 350 EXTERIOR
c. INTERNATIONAL PAINT / DEVOE COATINGS; DEVCRYL
d. SHERWIN WILLIAMS; A-100
No. DESCRIPTION DATE
0 PERMIT 2020-08-04
2020-08-04
10/29/20