HomeMy WebLinkAboutPLANS 1246 BUNDLED BARS CURB
36.35FOUNDATION CIRCUMFERENTIAL
OUTSIDE DIA. (SPLICE=50")
G_
ST. UCIE COUNTY
344 RINGS
BUILDING DIVISION
#5 @ 10" O.C. (SPLICE =30")
REVIEWED
EA. WAY FLOOR
FOR COMPLIANCE
REINFORCING -- SLOPE2%
STEEL TO DRAIN
DRETVIEWED
° (SPLICE = 30") 28"
0
PLANS D PERMIT
MUST BE KEPT ON JOB O
NO I NSPECTION
• •
WITS. BE 6A
7KEYWWAY
•' •
R
SCANNED
�:::: : • �a _
CENTERLINE OF COMPACTED IT LL
BY
6"0 STEEL PIPE 'a : '
^ St. Lucie COUf1tV
.:, • •
TO BE 4'-5"
.
• y
FROM TANK a,
4 @12"O.C.
•
CENTERLINE
VERT. W/
14 HOOK
a
,
• , 8- #6 CIRCUMFERENTIAL
®12"
TOP & 42"
a
24„#4
4" OF FOOT NO. 57 STONE REBARS
O.C.
OOK BOT.
- - .
(IF NECESSARY IN WET AS SHOWN (HOOP SPLICE =
FOOTING
(')
°' ^
CONDITIONS PER 36")
STIRRUPS
a •
GEOTEHCNICAL
• ,: °'
ENGINEER) *TANK HT = 2V NOMINAL
. • ..
�.
43HOOP
a. e._ a, a., e.. a.. a-
a_ a
RRUPS AT
12" O.C. A•a
:.
:.
EXTEND PIPE 6'
Ir 4'-0" 0
BEYOND FOOTING
PERIMETER EDGE
TRON
THROUGHi FOOTING
RLL C
O,
NOTES
I. ALL DESIGN AND CONSTRUCTION IN ACCORDANCE
WITH THE 2014 FLORIDA BUILDING CODE.
2. ASCE 7-10, RISK CATEGORY IV, ULTIMATE DESIGN
WIND SPEED: 180 MPH (3 SECOND GUST), EXPOSURE C.
3. POLYETHYLENE (6 MIL.) SHEETS SHALL BE PLACED
CONTINUOUSLY UNDER PROPOSED CONCRETE SLABS ON
GRADE. ALL JOINTS SHALL BE LAPPED 12: MINIMUM.
4. O COMPACT THE EXISTING
BGRADE TO � AST'M D 557 MODIFIED PROCTOR
MAXIMUM D CO CIOR SHALL PROVIDE SOIL f
TREATMENT PER THE FLORIDA BUILDING CODE.
5. CONTRACTOR SHALL PROVIDE DENSITY TESTS TO
THE OWNER PRIOR TO PLACEMENT OF THE PROPOSED
SLAB, AS APPLICABLE.
6. CONCRETE SHALL HAVE A 28 DAY
COMPRESSIVE STRENGTH OF 4,000 PSI, AND
WATER/CEMENT RATIO SHA O`PEX OSO.
7. MINIMUM CONCRETE COVER SHALL BE: SLAB: N",
BEAMS AND COLUMNS: 1-1/2", TIE COLUMNS: -Y4",
EXPOSED UNPROTECTED CONCRETE: 1-1/2", FORMED
CONCRETE BELOW GRADE: Y', UNFORMED CONCRETE
BELOW GRADE:3".
8. CONCRETE WORK, INCLUDING FORM WORK AND
TESTING SHALL BE IN ACCORDANCE WITH ACI
STANDARDS, LATEST EDITION.
9. CONCRETE TESTING:
a. AN INDEPENDENT TESTING LAB SHALL PERFORM
THE FOLLOWING TESTS ON CAST IN PLACE CONCRETE:
i. ASTM C143 "STANDARD TEST METHOD FOR SLUMP
OF PORTLAND CEMENT CONCRETE"
ii. ASIM C39 "STANDARD T•FST METITOD FOR
COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE?
SPECIMENS". A SEPARATE TEST SHALL BE CONDUCTED
FOR EACH CLASS FOR EVERY 50 CUBIC YARDS PLACED PER
DAY. REQUIRED CYLINDER QUANTITIES AND TEST AGE
AS FOLLOWS:1 AT 3 DAYS,1 AT 7 DAYS, 2 AT 28 DAYS.
10. REINFORCING BARS SHALL BE PLACED IN
ACCORDANCE WITH CRSI MANUAL OF STANDARD
PRACTICE, LATEST EDITION.
11. REINFORCING BARS SHALL BE ASTM A615 STEEL
AND SHALL BE FREE OF RUST AND OTHER DEBRIS.
12 DOWELS SHALL BE "L" HOOKED AT BOTTOM AND
SHALL BE LAPPED 48 BAR DIAMETERS WITH THE WALL OR
COLUMN REINFORCING ABOVE.
13. WHERE APPLICABLE, REINFORCING BAR HOOKS
SHALL BE AS FOLLOWS: #3=6", #4=8", #5=10", #6=12',
#7=14", #8-16", #9=19", #10=2T, #11-24", #14=31", AND
#18-41".
14.� FOUNDATIONS ARE DESIGNED FORA MINIMUM
'
SO BEARING VALUE OF 2,000 PSF. TT SHALL BE THE
OWNERS RESPONSIBILITY AND CONTRACTOR'S
RESPONSIBILITY TO VERIFY EXISTING SOIL CONDITIONS
ARE CLEAN SAND AND TO A55URE THE ACTUAL SOIL
BEARING VALUE EQUALS OR EXCEED 2,000 PSF MINIMUM,
AND, IF IT IS LESS, TO MAKE SUCH PROVISION AS THE
ACTUAL CONDITIONS MAY REQUIRE.
15. SOIL SHALL BE PREPARED PER THE SOILS REPORT BY
• NUTTING ENGINEERING OF FLORIDA, INC., DATED MAY
1 >�
JASON HANCHUK, P.E. JASON k
PE: 5890 S. U.S. HWY 1, FORT PIERCE, FLORIDA SEPT. 26, 2016
DRAWN: JCH
13478 NORTHUMBERLAND CIE. FLO A P.E �l_8GROVE COMMUNITY ASSOC. TANK FOUNDATION JOB #: 16-302
DESIGN: JCH (
REV. #: DATE: BY: WELLINGTON, FL 33414 D TE' CONSTRUCTION DRAWINGS SHEET 1 OF 1
T
t
AERATION TOWER
PROPOSED 4" S.S.
CABLE AT FOUR
CORNERS OF
AERATION TOWER
TANK ELEVATION - SCALE s"=1'0"
TANK
PROPOSED g' S.S.
CABLE AT FOUR
CORNERS OF
AERATION TOWER
PROPOSED
AERATIONTOWER i
TANK PLAN - SCALE: s"=1'--�"
1. All design and construction in accordance with the 5th Edition
(2014) Florida Building Code.
2.ASCE 7-10, Risk Category IL Ultimate Design Wind Speed: 170
mph (3 second gust), Exposure C, Internal Coefficient: Enclosed
(Internal Pressure Coefficient = +/- 0.18).
3. Contractor shall submit a Notice ofAcceptance (N.O.A.) for the
proposed windows and doors to the Building Department for review
and approval. Said N.O.A. shall meet the following service wind
pressures: Interior: +39, -43 psf, End: +39, -53 psf.
4.Roof. LL=30 psf, DLO psf.
5. Structural steel shall tie A36 unless otherwise noted.
6. All welds shall be in accordance with American Welding Society
(A.W.S.) Section D1.1. The flux shall be free of contamination from
dirt, mill scale and foreign material. The chemical and mechanical
PROPOSED 4" S.S. CABLE AT FOUR
CORNERS OF AERATION TOWER
PROPOSED e"
Z"X6"x6" PLATE W/ 1" 0
13 HOLE WELDED TO
S.S.
TANK PERNOTES W/
TURNBUCKLE
1/4 " FILLET FULL
(TYP. EA. END)
LENGTH EA. SIDE
r TANK BY
I OTHERS
A: TYR CONNECTION (4 TOT.)
SCALE 1/4"=1'-0"
CuryF` vEY "
B: 8" O S.S. TURNBUCKLE (8 TOT.)
SCALE 3/4"=1'-0"
properties of all deposited weld metal shall be compatible to the base
metal and conform to AWS specifications for electrodes. The parent
structural steel shall be a weldable grade with the chemical and
mechanical properties to produce a sound and serviceable welded
joint. For ASTM A36 steel, use E70 electrodes for shielded metal are
welding, F7 se es electrodes for submerged are and E70T series
electrodes for A coated arc welding. Galvanized steel after
fabrication, if applicable, shall conform to ASTM A123 and ASTM
A153.
7.Bolts shall be SS 316 per ASTM Al67 andA276.
8. All fasteners shall be SS316 stainless steel.
9. Contractor shall verify all dimensions prior to construction.
Contractor shall report all irregularities or discrepancies to.the
Engineer prior to proceeding with the work.
JASON HANCHUK, P.E. DRAWN: JCH JWD
P GROVE COMMUNITY NOV. 11, 2016
13478 NORTHUMBERLAND CIR. DESIGN: JCH FLE : SG77 CASCADE TOWERAERATION CONNECTION JOB #: 16-329
REV. #: DATE: BY: WELLINGTON, FL 33414 CONSTRUCTION DRAWINGS SHEET 1 OF 1
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