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6.
SEISMIC LOAD:
GENERAL STRUCTURAL NOTES
OCCUPANCY CATEGORY ESSENTIAL FACILITIES
* SEISMIC IMPORTANCE FACTOR, 1 1.25
LID
GENERAL
* SEISMIC IMPORTANCE FACTOR, Ip 1.50
(3)
* SEISMIC ZONE FACTOR, Z 0.40
N
1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 1997 UNIFORM BUILDING CODE,
* SOIL PROFILE TYPE Sc
rl�
1999 WASHINGTON ADMINISTRATIVE CODE, AND THE REFERENCED BUILDING CODE
* SEISMIC SOURCE TYPE C
N
STANDARDS.
* SEISMIC COEFFICIENT, Cc 0.40Nc
2. THESE NOTES AS WELL AS THE TYPICAL DETAILS APPLY TO ALL PARTS OF THE PROJECT,
* SEISMIC COEFFICIENT, Cv 0.56Nv
UNLESS NOTED OTHERWISE.
* NEAR SOURCE COEFFICIENT FACTOR, Nc 1.0
3. SHOP DRAWINGS FOR THIS CONTRACT SHALL BE COORDINATED WITH FAVORABLY
* NEAR SOURCE FACTOR, Nv 1.0
REVIEWED EQUIPMENT MANUFACTURER'S DRAWINGS.
* OVERSTRENGTH AND DUCTILITY COEFFICIENT, R 4.5 (BUILDING)
" ",
* RESPONSE MODIFICATION FACTOR, Rw 4.0 (BASINS)
4. DIMENSIONS NOTED WITH AN ASTERISK, * ARE TO BE COORDINATED WITH
FAVORABLY REVIEWED EQUIPMENT MANUFACTURER.
REINFORCING STEEL
1.
REINFORCING BARS SHALL BE ASTM A615-GRADE 60.
PERMITS AND INSPECTIONS
2.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
g
1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS
3.
ARRANGEMENT AND DETAILING OF REINFORCING STEEL, INCLUDING BAR SUPPORTS AND
REQUIRED BY THE LOCAL BUILDING INSPECTOR AND AS DESCRIBED IN THE SPECIFICATIONS.
SPACERS, SHALL BE IN ACCORDANCE WITH THE LATEST ACI 315 DETAILING MANUAL.
THE CITY WILL PAY AND PROVIDE THE PERMITS FOR THE NEW BUILDING, THE HYPOCHLORITE 4.
REINFORCING SHALL LAP A MINIMUM OF OF 1.3 Ld AT SPLICES UNLESS OTHERWISE
TANK AND THE ELECTRONIC MONITORING OF HAZARDOUS MATERIALS.
SHOWN. WHERE Ld IS THE TENSION DEVELOPMENT LENGTH. WHEN BARS OF DIFFERENT
2. THE CONTRACTOR SHALL SELECT, INSTALL AND MAINTAIN SHORING, SHEETING, BRACING
SIZE LAP TO EACH OTHER, SLICE LENGTH FOR THE SMALLER BAR CAN BE USED.
AND SLOPING AS NECESSARY TO MAINTAIN SAFE EXCAVATIONS. THE CONTRACTOR
DOWELS SHALL HAVE THE SAME SIZE AND SPACING AS THAT OF THE REINFORCING STEEL
SHALL BE RESPONSIBLE FOR ENSURING FULL COMPLIANCE WITH 29 CFR PART 1926
THEY ARE SPLICED AND SHALL HAVE A MINIMUM LAP AS NOTED ABOVE. BAR SPLICES
OSHA SUBPART F EXCAVATIONS AND TRENCHES REQUIREMENTS. ALL EARTHWORK SHALL
SHALL BE STAGGERED.
BE PERFORMED IN STRICT ACCORDANCE WITH APPLICABLE LAW, INCLUDING LOCAL
5.
HOOK BARS AT OPENINGS.
ORDINANCES, WASHINGTON STATE DEPARTMENT OF LABOR AND INDUSTRIES TITLE 296,
6.
NO WELDING OF REINFORCING BARS SHALL BE PERMITTED, UNLESS APPROVAL IN
WASHINGTON ADMINISTRATIVE CODE REQUIREMENTS, AND APPLICABLE OSHA
WRITING IS OBTAINED BY THE ENGINEER PRIOR TO CONSTRUCTION.
REQUIREMENTS.
7.
DIMENSIONS TO REINFORCING ARE TO BAR CENTERLINES, UNLESS NOTED OTHERWISE
8
SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS
BAR COVER IS CLEAR DISTANCE BETWEEN THE BAR AND THE CONCRETE SURFACE.
1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48-HOURS BEFORE PLACEMENT OF
UNLESS NOTED OR SHOWN OTHERWISE BAR COVER FOR REINFORCING STEEL SHALL BE AS
REINFORCING STEEL AND CONCRETE SO THAT THE SUBGRADE OF EXCAVATIONS MAY BE
FOLLOWS:
INSPECTED BY THE GEOTECHNICAL ENGINEER.
2. THE GEOTECHNICAL ENGINEER SHALL VERIFY BACKFILL MATERIAL AND BACKFILLING
FOOTINGS AND BASE SLABS
PROCEDURES AND PROVIDE SOIL COMPACTION TESTS.
FORMED SURFACES AND BOTTOMS ON CONCRETE WORK MAT 2-INCH
3. STRUCTURAL OBSERVATION SHALL BE PROVIDED BY THE DESIGN ENGINEER(S) OF
BOTTOMS AND SIDES IN CONTACT WITH EARTH 3-INCH
RECORD OR THEIR AUTHORIZED REPRESENTATIVES IN ACCORDANCE WITH UBC 97, SECTION
SUSPENDED SLABS:
1702. STRUCTURAL OBSERVATION SHALL CONSIST OF SITE VISITS AT INTERVALS
FORMED SURFACES EXPOSED TO EARTH, WATER OR WEATHER 2-INCH
APPROPRIATE TO THE STAGE OF CONSTRUCTION TO OBSERVE CONSTRUCTION IN PROGRESS
TOP AND BOTTOM BARS DRY CONDITIONS 1-INCH
AND REVIEW OF TESTING AND INSPECTION REPORTS FOR GENERAL COMPLIANCE WITH THE
BEAMS AND COLUMNS:
CONSTRUCTION DOCUMENTS RELATING TO THE STRUCTURAL WORK AND THE
DRY CONDITIONS:
7
NONSTRUCTURAL COMPONENTS AND EQUIPMENT ANCHORAGE.
STIRRUPS, SPIRALS AND TIES 1 1/2-INCH
4. SPECIAL INSPECTION IN ACCORDANCE WITH UBC 97, SECTION 1701, SHALL BE REQUIRED
PRINCIPAL REINFORCEMENT 2-INCH
FOR THE FOLLOWING TYPES OF WORK.
EXPOSED TO EARTH, WATER OR WEATHER:
STIRRUPS, SPIRALS AND TIES 2-INCH
CONCRETE (f'c EQUAL TO 2,500 PSI OR GREATER, EXCEPT SITE WORK CONCRETE)
PRINCIPAL REINFORCEMENT 2 1/2-INCH
* PLACING OF REINFORCING STEEL
WALLS
* TAKING OF TEST SPECIMENS
LESS THAN 12-INCHES THICK 1 1/2-INCH
* PLACING OF CONCRETE
12 INCHES OR OVER IN THICKNESS 2 1/2-INCH
BOLTS INSTALLED IN CONCRETE
* PRIOR TO AND DURING THE PLACEMENT OF CONCRETE AROUND BOLTS
* INSTALLATION OF EXPANSION ANCHORS OR ADHESIVE ANCHORS
CONCRETE
STRUCTURAL WELDING
1.
CONCRETE FOR ALL WORK SHOWN ON STRUCTURAL DRAWINGS SHALL BE TYPE "B" OR "D"
6
DURING THE WELDING OF ANY MEMBER OR CONNECTION EXCEPT THOSE ITEMS
AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4,500 PSI UNLESS
OTHERWISE SPECIFIED. CEMENT SHALL BE ASTM C150, TYPE 11 FOR ALL STRUCTURES.
SPECIFICALLY NOTED IN THE CODE.
* DURING THE WELDING OF REINFORCING STEEL
2.
CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 (LATEST EDITION)
INCLUDING BAR BENDS AND HOOKS, UNLESS DETAILED OTHERWISE.
HIGH STRENGTH BOLTING
3.
SUBMIT CONCRETE AND MASONRY LIFT DRAWINGS SHOWING 1HE LOCATION OF
* THE INSPECTION OF HIGH -STRENGTH A325 AND A490 BOLTS SHALL BE IN
CONSTRUCTION JOINTS, WATERSTOPS AND OTHER TYPES OF JOINTS OTHER THAN SPECIFIED
ACCORDANCE WITH THE STANDARDS ADOPTED AS PART OF THE UBC,
OR SHOWN ON THE DRAWINGS FOR FAVORABLE REVIEW BY THE ENGINEER BEFORE START
APPROVED NATIONALLY RECOGNIZED STANDARDS.
OF WORK ON FORMS, REINFORCING STEEL OR PLACING CONCRETE. ANY ADDITIONAL
STRUCTURAL MASONRY
VERTICAL OR HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE A STANDARD KEYWAY AND
* PREPARATION AND TAKING OF PRISMS OR TEST SPECIMENS
SHALL BE FAVORABLY REVIEWED BY THE ENGINEER. REFER TO SPECIFICATIONS AND
* PLACING OF CLOSED -END MASONRY OR THE START OF PLACING OPEN-END MASONRY.
TYPICAL DETAILS FOR ADDITIONAL INFORMATION. CONSTRUCTION JOINTS SHALL BE
* PLACEMENT OF REINFORCING STEEL
ROUGHENED TO 1/4-INCH AMPLITUDE.
5
* INSPECTION OF GROUT SPACE
4.
OPENINGS, PIPE SLEEVES, CONDUITS, INSERTS AND OTHER EMBEDDED ITEMS SHALL BE
* IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS
IN PLACE BEFORE CONCRETE IS PLACED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
* DURING ALL GROUTING OPERATIONS
COORDINATE ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, LANDSCAPING, HVAC,
PLUMBING, INSTRUMENTATION AND OTHER PLANS FOR ITEMS REQUIRING SLEEVES AND
EMBEDMENTS IN CONCRETE WHICH ARE NOT INDICATED OR SHOWN ON STRUCTURAL
SOIL AND FOUNDATIONS
DRAWINGS. NO PIPES OR SLEEVES SHALL PASS THROUGH STRUCTURAL MEMBERS
1. GEOTECHNICAL INVESTIGATIONS FOR DESIGN PURPOSES FOR THIS PROJECT WERE MADE
(UNLESS SHOWN ON STRUCTURAL DRAWINGS). COORDINATE WITH EQUIPMENT
FOR THE CITY OF RENTON BY ECONOMIC AND ENGINEERING SERVICES, INC. AND
MANUFACTURERS DRAWINGS FOR ANCHORING DEVICES.
ZIPPER ZEMAN ASSOCIATES IN REPORTS DATED DECEMBER 21, 2001 AND APRIL 23,
5.
UNLESS OTHERWISE NOTED, ALL EXPOSED EDGES AND CORNERS SHALL BE CHAMFERED
2002, RESPECTIVELY.
3/4-INCH. INTERIOR FLOOR SLABS AND EXTERIOR SIDEWALKS SHALL HAVE TOOLED
2. IN ACCORDANCE WITH THE UBC CHAPTER 18 THE SOILS IN THE PROJECT AREA ARE
3/8-INCH RADIUS CONSTRUCTION JOINT.
GENERALLY CLASSIFIED AS MEDIUM DENSE, SILTY SAND UNDERLAIN BY MEDIUM STIFF,
6.
EACH FACE CONCRETE SHALL BE REINFORCED A MINIMUM OF NO. 5 BARS AT
4
SLIGHTLY SANDY, SILTY CLAY.
12-INCHES EACH WAY.
3. THE DESIGN BEARING CAPACITY OF THE SOILS IS 3,000 PSF FOR FOOTINGS.
7.
ENCASE IN CONCRETE ALL PIPES AND CONDUITS UNDER CONCRETE SLABS AND
BEARING CAPACITY OF SOILS ARE FOR DEAD AND LIVE LOADS FOR FOUNDATIONS AND
FOOTINGS.
MAY BE INCREASED BY ONE-THIRD FOR SEISMIC AND WIND LOADS.
4. SOIL SHALL BE EXCAVATED TO THE ELEVATIONS INDICATED ON THE DRAWINGS FOR
MASONRY
FOUNDATIONS. THE SUBGRADE SHALL BE PREPARED AS INDICATED ON THE DRAWINGS
1.
CONCRETE MASONRY UNITS SHALL BE OF THE LIGHT WEIGHT CLASSIFICATION AND
AND SPECIFICATIONS AND APPROVED BY THE GEOTECHNICAL ENGINEER. EXCAVATED
SHALL CONFORM TO ASTM C90, GRADE N, TYPE 1. MINIMUM COMPRESSIVE STRENGTH OF
MATERIAL SHALL BE REPLACED WITH STRUCTURAL FILL AS SHOWN ON THE DRAWINGS.
UNITS OF 1,900 PSI WHEN AIR CURED FOR 28-DAYS. THE TOTAL MASONRY ASSEMBLAGE
FOUNDATIONS SHALL BE CONSTRUCTED AGAINST UNDISTURBED NATIVE COMPETENT
SHALL HAVE A COMPRESSIVE STRENGTH EQUAL TO 1,500 PSI AT 28-DAYS.
MATERIAL OR COMPACTED STRUCTURAL FILL.
2.
MORTAR AND GROUT SHALL COMPLY WITH THE PROVISIONS OF THE 1997 UNIFORM
BUILDING CODE, SECTION 2103.
3
LOADING CRITERIA
3.
MASONRY MORTAR SHALL CONFORM TO ASTM C270, TYPE S. MORTAR SHALL ATTAIN
A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.
1. MINIMUM LOADING REQUIREMENTS PER CHAPTER 16 OF THE 1997 UNIFORM BUILDING
4.
ALL CELLS IN MASONRY WALLS SHALL BE FILLED WITH GROUT. GROUT SHALL HAVE A
CODE INCLUDING LATEST REVISION.
28-DAY MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI.
2. DEAD LOAD: AS CALCULATED
3. LIVE LOADS:
STRUCTURAL STEEL
* CONCRETE VAULTS AND COVERS AASHTO HS20-44
1.
UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SHALL CONFORM TO ASTM A36.
* FIXED STAIRWAYS 100 PSF UNIFORM, 1,000 LBS POINT
STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.
* GRATING AND CHECKERED PLATE 150 PSF UNIFORM, 1,000 LBS POINT
* ACCESS HATCHES AS NOTED
2.
ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED BY AN AISC CERTIFIED
* SIDEWALKS AND DRIVEWAYS 300 PSF UNIFORM
FABRICATOR IN CONFORMANCE WITH THE LATEST AISC SPECIFICATION PARTS 1 THRU 4
* UNRESTRICTED VEHICULAR ACCESS AASHTO HS20-44
AND THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
2
* ELEVATED SLABS AND WALKWAYS 100 PSF UNIFORM
3.
CONNECTIONS AND BOLTS SHALL CONFORM TO THE AISC ALLOWABLE STRESS
* HANDRAILS, GUARDRAILS AND STAIRRAILS 20 PLF AT TOP RAIL
DESIGN SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.
* LATERAL EARTH PRESSURE (AT -REST) 90 PCF (UNDRAINED)
CONNECTIONS SHALL USE ASTM A325N BOLTS UNLESS NOTED OTHERWISE.
4.
WELD ELECTRODES SHALL CONFORM TO AWS A5.1 OR A5.5 E70XX ELECTRODES.
4. WIND LOAD:
WELDING SHALL BE DONE BY CERTIFIED WELDERS. WELDING SHALL USE ONLY
* IMPORTANCE FACTOR, Iw 1.15
APPROVED ELECTRODES. WELDING SHALL CONFORM TO THE PROVISIONS OF THE
* BASIC WIND SPEED 80 MPH
LATEST STRUCTURAL WELDING CODE (AWS D1.1).
* EXPOSURE C
5.
UNLESS NOTED OTHERWISE, STRUCTURAL STEEL COMPONENTS AND CONNECTIONS
5. ROOF SNOW LOAD: 26 PSF
SHALL BE PAINTED OR PROTECTIVE COATED IN ACCORDANCE WITH THE SPECIFICATIONS.
SURVEYED:
SCALE: AS SHOWN
DESIGNED: SJ
VERTICAL: NAVD 1988
G
I H
I
I I
J
I
K
L
M
I N
1 0
1
P
STRUCTURAL
ABBREVIATIONS
J T
JOINT
MFR
MANUFACTURER
PT
PRESSURE TREATED
SYM
SYMMETRICAL
&
AND
APA
AMERICAN PLYWOOD
COL
COLUMN
EXT
EXTERIOR
MIN
MINIMUM
@
AT
ASSOCIATION
CONC
CONCRETE
KIP
1,000 POUNDS
MISC
MISCELLANEOUS
R, RAID
RADIUS
T/
TOP OF
#
NUMBER
APROX
APPROXIMATE
CONST
CONSTRUCTION
(F)
FUTURE
KSI
KIPS PER SQUARE INCH
MTL
METAL
REINF
REINFORCING, -MENT
T&B
TOP AND BOTTOM
0
DIAMETER
ARCH
ARCHITECTURAL
CONT
CONTINUOUS
FD
FLOOR DRAIN
REQ'D
REQUIRED
TS
STRUCTURAL TUBING
ASTM
AMERICAN SOCIETY OF
FF
FINISH FLOOR
L, L
ANGLE
(N)
NEW
TYP
TYPICAL
10
AASHTO
AMERICAN ASSOCIATION
TESTING MATERIALS
DBL
DOUBLE
FIN
FINISH
LB(S)
POUND(S)
NIC
NOT IN CONTRACT
SCH
SCHEDULE
OF STATE HIGHWAY
AWS
AMERICAN WELDING SOCIETY
DIA
DIAMETER
FLR
FLOOR
LB/SF
POUND(S) PER SQUARE FOOT
NO
NUMBER
SF
SQUARE FOOT
UBC
UNIFORM BUILDING CODE
TRANSPORTATION OFFICIALS
DIM
DIMENSION
FRP
FIBERGLASS
LL
LIVE LOAD
NOM
NOMINAL
SHT
SHEET
UON
UNLESS OTHERWISE NOTED
AB
ANCHOR BOLT
B/
BOTTOM OF
DL
DEAD LOAD
REINFORCED PLASTIC
LLH
LONG LEG HORIZONTAL
NS
NEAR SIDE
SIM
SIMILAR
AGGREGATE BASE
BLDG
BUILDING
DN
DOWN
FT
FOOT, FEET
LLV
LONG LEG VERTICAL
NSG
NON -SHRINK GROUT
SLBB
SHORT LEGS BACK-TO-BACK
VER T
VERTICAL
ACI
AMERICAN CONCRETE INSTITUTE BM
BEAM
DWG(S)
DRAWING(S)
FTG
FOOTING
LLBB
LONG LEG BACK-TO-BACK
NTS
NOT TO SCALE
SLH
SHORT LEG HORIZONTAL
VIF
VERIFY IN FIELD
ADDIT
ADDITIONAL
BM-1
BEAM MEMBER 1
LONGIT
LONGITUDINAL
SLV
SHORT LEG VERTICAL
ADJ
ADJACENT, ADJUSTABLE
BOT
BOTTOM
(E)
EXISTING
GA
GAGE, GAUGE
LT
LIGHT
OC
ON CENTERS
SPEC(S)
SPECIFICATION(S)
W/
WITH
AISC
AMERICAN INSTITUTE OF
BTWN
BETWEEN
EA
EACH
GALV
GALVANIZED
LW
LIGHT WEIGHT
OD
OUTSIDE DIAMTER
SQ
SQUARE
W/O
WITHOUT
STEEL CONSTRUCTION
EF
EACH FACE
GLB
GLULAM BEAM
OH
OPPOSITE HAND, OVERHEAD
SS
STAINLESS STEEL
W
WIDE FLANGE
AISI
AMERICAN IRON AND
C
CHANNEL
EL
ELEVATION
MATL
MATERIAL
OPNG(S)
OPENING(S)
SSD
SATURATED SURFACE DRY
WP
WORK POINT
STEEL INSTITUTE
CC,C/C
CENTER -TO -CENTER
EQ
EQUAL
HORIZ
HORIZONTAL
MAX
MAXIMUM
OPP
OPPOSITE
STAG
STAGGER
WT
WEIGHT, STRUCTURAL TEE
9
AITC
AMERICAN INSTITUTE OF
CJ
CONSTRUCTION JOINT
EQUIP
EQUIPMENT
HT
HEIGHT
MB
MACHINE BOLT
PL
PLATE
STD
STANDARD
WALL THICKNESS
TIMBER CONSTRUCTION
L
CENTERLINE
ES
EACH SIDE
MC
MOISTURE CONTENT
PSF
POUND PER SQUARE FOOT
STIFF
STIFFENER
WWF
WELDED WIRE FABRIC
ALUM
ALUMINUM
CLR
CLEAR
EW
EACH WAY
IN
INCH
MC
MISCELLANEOUS CHANNEL
PSI
POUND PER SQUARE INCH
STL
STEEL
ALT
ALTERNATE
CNJ
CONTROL JOINT
EXP
EXPANSION
INT
INTERIOR
MECH
MECHANICAL
PT(S)
POINT(S)
STRUC
STRUCTURE, -AL
YD
YARD
BAR 1 /4"
CONT
SPLICE LENGTH
FOR REINFORCING BARS IN WALLS &
SLABS (INCHES)'...
(HEIGHT SAME AS
I/4"
PROVIDE 3/8"0 COUNTERSUNK
n
BAR SIZE 1 CONC COVER=1.00 IN.
CONC COVER=1.50 IN. CONC COVER=2.00 IN.
SOFT
INCH
I
TOP'
OTHER
TOP'
OTHER TOP'
OTHER
METRIC
POUND
i
#10
#3
17
16
17
16
17
16
#13
#4
23
17
23
1 17
23
17
#16
#5
33
26
28
22
28
22
#19
#6
46
35
34
26
1 34
26
#22
#7
74
57
55
43
49
38
#25
j #8
93
72
70
54
56
i
43
#29
#9
113 87
j
86
66 69
53
#32
#10
137 106
105
81 85
66
#36
#11
162 125
125
97 102
79
CHECKERED PLATE) BOLTS AT 12" O.C. 4
MAX
lb CHECKERED PLATE (SEE DWGS 7
CN
FOR SIZE &TYPE) soo
1/4" NEOPRENE GASKET CONT ALL
3/16
AROUND IF REQUIRED ON DWG
FRAME ANGLE L2 1 /2x2xl /4
CONT ALL AROUND OPENING L3 1 /2x2 1 /2xl /4 CONT
AROUND OPENING <:►;0 3/40 CAPSULE
ANCHOR @ 2'-0" C.C.
STRAP ANCHOR 1/4"x1 1/2" (6" EMBEDMENT)
@24"CCMAX
NOTES:
1. LAP SPLICE LENGTHS ARE DEPENDENT ON THE FOLLOWING CRITERIA AND ARE IN CONFORMANCE WITH ACI 318-02. NOTIFY THE DESIGN
ENGINEER IF THERE ARE ANY DIFFERENCES THAN THE FOLLOWING CRITERIA FOR APPLICABLE CHANGES IN LAP SPLICE LENGTH.
2. LAP SPLICE LENGTHS ARE IN INCHES FOR GRADE 60 REINFORCING IN NORMAL -WEIGHT CONCRETE WITH f'c GREATER THAN OR
EQUAL TO 3,000 PSI.
3. CENTER -TO -CENTER SPACING OF REINFORCING SHALL BE GREATER THAN TWICE THE CONCRETE COVER PLUS ONE BAR DIAMETER.
MATERIAL SCHEDULE
CHECKERED PL.
FRAME ANGLE
ANCHOR STRAPS
BAR
ALUMINUM
S S
S S
S S
GALV STEEL
GALV STEEL
STEEL
GALV STEEL
S S
S S
S S
S S
TYPICAL CHECKERED PLATE SUPPORT
4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 IN. OF CONCRETE CAST BELOW BARS. N.T.S.
5. FOR EPDXY -COATED REINFORCING OR LIGHTWEIGHT AGGREGATE CONCRETE CONSULT THE DESIGN ENGINEER FOR LAP SPLICE LENGTHS.
CONCRETE REINFORCEMENT SPLICE TABLE W=2953 5
#3@12" EW, H LESS THAN 8"
#4@12" EW, H BETWEEN 8" & 16"
#5@12" EW, H MORE THAN 16"-
ROUGH CJ I
(E) CONC. SLAB
#5 DOWEL IN ADHESIVE
CAPSULE @ 12" CC -
3/4" CHAMFER
1� VERTICAL EDGES
p A D
d'
. d
a 00
a
a a �
6" MIN #4 CONT
L- SLAB
ROUGH CJ } /
#3@12" a
e dG.
#3@12" EW, H LESS THAN 8"
#4@12" EW, H BETWEEN 8" & 16"
#5@12" EW, H MORE THAN 16"
NOTE:
ROUGH CONST. JOINT FOR LOCATION AND SIZE, SEE ARCHITECTURAL,
MECHANICAL, AND SITE CIVIL DRAWINGS.
(N) CONC SLAB TYPICAL CONCRETE CURB
(TYP.) N.T.S.
#4 (_� AT 12", H MORE THAN 1'-0"
1/4" BAND EDGES (TYP)
#4@12" H LESS THAN 16" 1 4"
#5@12" H 16" OR MORE ICUT FG TORSHIT PERTINENT PGRATING-FOR VISE SEE FMAX
ON EXISTING CONCRETE SLAB
ON NEW CONCRETE SLAB
NOTES:
. s i
1. PLACE ALL EQUIPMENT ON CONCRETE BASES.
STRAP ANCHOR
FRAME ANGLE L3x2 1 2x1 4
/ /
(3" BEARING LEG)
2. SEPARATE ALL STEEL SURFACES BEARING ON CONC
BY A GROUT LAYER.
1 /4"x1 1 /2 @ 18"
CC AND 12" MAX
TYPICAL EQUIPMENT
PAD
FROM CORNER
°od.
(MIN 2 PER
s i
• mod••
1 /4
i
N. T.S.
MEMBER)
:'
,d
DIMENSION SHOWN ON PLANS
12 ROUGH
j-iI CONSTRUCTION
EMBEDDED
ANGLE SUPPORT
SECTION
SECTION A DESIGNATION.
3 6
SHEET SECTION CUT ON SHEET SECTION DRAWN ON
DETAIL
DESIGNATION
DETAIL
3 6
SHEET DETAIL REFERENCED SHEET DETAIL DRAWN ON
NOTE: IF THE SHEET DESIGNATIONS DO NOT INCLUDE A
LETTER THEY APPEAR ON THE STRUCTURAL DRAWINGS.
DRAWN: Si ONE INCH HORIZONTAL: NAD 1983/1991 Kennedy/Jenks
CHECKED: DLB Consultants
APPROVED: SEM AT FULL SCALE
32001 32nd Avenue South, Suite 100
IF NOT ONE INCH DATUM Federal Way, Washington 98001
RECORD DRAWING 12/05 IF
ACCORDINGLY
NO. REVISION BY DATE APPR
A B C ID E G H
b a
d d
• d
d .
a
JOINT
a a.
e c
a
' a CRUSHED ROCK
`D (OPTIONAL)
000a000aoo ,a
aaoo�oa�o �oo
6"
NOTE:
ALL REINF SHOWN SHALL BE #4 @ 12
TYPICAL PIPE AND CONDUIT
ENCASEMENT
N.T.S.
ECONOMIC AND ENGINEERING
SERVICES, INC.
tt 10900 NE 4th STREET, SUITE 1110
BELLEVUE, WASHINGTON 98005
PORTLAND, OR / BELLEVUE, WA / KENNEWICK, WA / OLYMPIA, WA
J
K
5/8"0 ADHESIVE ANCHOR b `
AT 18" CC THRUOUT
(6" MAX AT ENDS) ii
c 4„
FRAME ANGLE
L3 1 /2X2 1 /2X1 /4
BOLTED ANGLE SUPPORT
MATERIAL SCHEDULE
GRATING
FRAME ANGLE
ANCHOR STRAPS
I ADHESIVE ANCHOR
GALV STEEL
GALV STEEL
STEEL
GALV STEEL
S S
S S
STEEL
S S
FIBERGLASS
S S
STEEL
S S
TYPICAL GRATING SUPPORT
N.T.S.
RECORD DRAWING
THESE RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION
PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR
COMPLETENESS OF THESE RECORD DRAWINGS. USERS OF THESE RECORD
DRAWINGS ASSUME ALL RISK OF LOSS RESULTING FROM THEIR USE.
�- CITY OF RENTON
"u Planning/Building/Public Works Dept.
MAPLEWOOD
WATER TREATMENT AND GOLF COURSE IMPROVEMENTS
STRUCTURAL GENERAL NOTES, ABBREVIATIONS
AND STANDARD DETAILS
L M I N
DATE: DEC 2005
PROJECT NO. 3-01-358
REVISION NO.
SHT NO.
DWG NO. S 1
Wj- 21131513 A A
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