HomeMy WebLinkAboutFOUNDATION PAPERWORK - REBAR CHARTr
Station 08 7583 S Ocean BlvdJensen Beach. FL 34927
Q I FIRESTATION NO. 8
Existing drive
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CONSTRUCTION NOTES:
ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE FLORIDA BUILDING
CODE 2004, THE LOCAL BUILDING CODES, 222-F AND ALL APPLICABLE
5x' o• Ga'. o _ i _ _ ao o. Q AMERICAN NATIONAL STANDARDS INSTITUTE ( SI STANDARDS.
THE BUILDING PERMIT AND NOTICE OF COMMENCEMENT WILL BE OBTAINED BY THE
' CONSTRUCTION MANAGER. EACH SUBCONTRACTOR IS RESPONSIBLE FOR PULLING
'�. ANY PERMITS AND PAYING ANY FEES ASSOCIATED WITH ITS PORTION OF THE WORK.
- ° Q THE FOUNDATION CONTRACTOR StW-L CONTACT A SUBSURFACE UTILITY LOC14701? FOR
Existing drive K LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCEMENT OF ANY CON57RUC77ON
ACTMTIES THE FOUNDATION CONTRACTOR ASSUMES SOLE RESPONSIBILRY FOR
i W VERIFYING LOCATION AND ELEVATION OF ALL UNDERGROUND U77LMES IN ARRAS OF
CONSTRUCTION PRIOR TO STARTING WORK. CONTACT CONSTRUCTION MANAGER
IMMED147ELY IF LOCUTION OR EUVA77ON IS DIFFERENT FROM THAT SHOWN ON THE
Al I \ , F PLANS, OR IF THERE APPEARS TO BE A CONFLICT.
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Existing drive
ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS
SHALL BE FIELD VERIFIED 67 THE CONTRACTOR. ANY DISCREPANCIES SHALL BE
IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONSTRUCTION MANAGER.
THE COMPOUND SUBCONTRACTOR IS REQUIRED TO BUILD AND MAINTAIN ALL DITCHES,
PIPES EROSION CONTROL, AND OTHER DRAINAGE STRUCTURES FREE FROM
OBSTRUCTION UNTIL WORK IS ACCEPTED BY THE OWNER. THE CONTRACTOR IS
RESPONSIBLE FOR ANY DAMAGES CAUSED BY FAILURE TO MAINTAIN DRAINAGE
STRUCTURES IN OPERABLE CONDITION.
STRUCTURAL STEEL SHALL CONFORM TO THE LATEST' EDITION OF THE AISC
SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.
ERECTION SHALL ALSO CONFORM TO THESE STANDARDS.
ALL REINFORCING STEEL SHALL CONFORM TO ASTM 615 GRADE 60. DEFORMED
BILLET STEEL BARS. WELDED WIRE FABRIC REINFORCING SHALL CONFORM TO
ASTM A185.
HOT-DIPGALVANIZE BENS SPECIFIED TO BE ZINC-C ATED AFTER FABRICATION WHERE
PRACTICAL GALVANIZING: ASTM A 123, ASTM, A 153, ,
G90, AS APPLICABLE. 15SM OR ASTM A 653/A 653M,
REPAIR DAMAGED SURFACES WITH GALVANIZING REPAIR METHOD AND PAINT CONFORMING
0 ASTM A 780 OR BY APPLICATION OF STICK OR THICK PASTE MATERIAL SPECIFICALLY
ESIGNED FOR REPAIR OF GALVANIZING.
^T� CONTRACTOR SHALL FOLLOW THE MANUFACTURER'S INSTRUCTIONS SPECIFICATIONS
IF NO INFORMATION IS CONTAINED IN THESE PLANS OR IF THE UFACTURER'S
SPECIFICATIONS ARE MORE STRINGENT.
ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE (1) YEAR FROM
DATE OFOCCEPTANCE.
THERE ARE NO JURISDICTION WETLANDS ON 771E PROJECT SITE
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Station 08 7583 S Ocean BlvdJensen Beach. FL 34027 FIRESTATION NO. 8
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CONSTRUCTION NOTES:
ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE FLORIDA BUILDING
CODE 2004. THE LOCAL BUILDING CODES, EIA ALL. -222-F AND AAPPL&BLE
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) STANDARDS.
CONSTRUCTIION MANAGER. EACHE OF SUBCONTRACTOR IS COMMENCEMENT
E�FORE PUWNGE
ANY PERMITS AND PAYING ANY FEES ASSOCIATED WITH ITS PORTION OF THE WORK.
THE FOUNDATION CONTRACTOR SHALL CONTACT A SUBSURFACE UTILITY LOCATOR FOR
LOCATION OF EXISTING UDL/RES PRIOR TO COMMENCEMENT OF ANY CONSIRUC770N
ACTM77ES. THE FOUNDATION CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR
VERIFYING LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES IN AREAS OF
CONS7RUCTION PRIOR TO STARTING WORK. CONTACT CONSMUC77ON MANAGER
IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON THE
PAWS, OR IF THERE APPEARS TO BE A CONFLICT.
ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS
IMMEDIATELBE Y BROUGHT FlTO THE 67 ETTENTIOON CONTRACTOR.
CONSTRUCTION MANAGER.
BE
PIPES EROSION OEROSION CONTR0OL. AND OTHERIS EDRAINAGE STRUCTUUIRED TO BUILD RES FREE FROMAINTAIN M DITCHES,
09MUCTION UNTIL WORK IS ACCEPTED BY THE OWNER. THE CONTRACTOR IS
RESPONSIBLE FOR ANY DAMAGES CAUSED BY FAILURE TO MAINTAIN DRAINAGE
STRUCTURES IN OPERABLE CONDITION.
STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISC
SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.
ERECTION SHALL ALSO CONFORM TO THESE STANDARDS.
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ALL CASE IN PLACE CONCRETE SHALL BE MIXED AND PLACED IN AC28 DA)
THE REQUIREMENTS OF ACI 318 AND All 301 AND SHALL HAVE A 28 DA1
COMPRESSIVE STRENGTH OF 3000 PSI (U.O.N.}. MINIMUM CONCRETE COVEF
CONCRETE SHALL BE 2 INCHES UNLESS OTHE WISE NOTED.
FOR
ALL
SfEERLCIBARS. WELTEEL DED WIRE FABRIC TREINNFORCIING SHALL GRADE CONFORMI
ASTM A185. I
HOT -DIP GALVANIZE ITEMS SPECIFIED TO BE ZINC-CpAQ AFTER FABRIC
PRACTICAL GALVANIZING: ASTM A 123. ASTM, A 153 A 15,iM OR ASTM A
G90• AS APPLICABLE.
7REPpAIRT�DAgMAAGED �SpURBFyACgEpS WITH GALVANIZING REPAIR METHOD AND PAINT
DESIGNED FOROREPAIR OF U%TI ZINGF STICK OR THICK ASJEP .MATERIAL
CONTRACTOR SHALL FOLLOW THE MANUFACTURER'S INSTR CTIONS�PECIFIC
S CI INFORMATION IS CONTAINED IN THESE PLANS O THE UFACTL
SPECIFICATIONS ARE MORE STRINGENT. _S
ALL MATERIALS AND WORKMANSHIP SHALL BE WAR FOR ONE (1) YE
DATE OF ACCEPTANCE
THERE ARE NO JURISDICTION WETLANDS ON THE PROJE� CT SIITTEX
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3.464'
5.196' 1
1.732'
VERTICAL REBAR EQUALLY SPACED
SEE REBAR CHART FOR VERTICAL
REBAR REQUIRED.
96" 10B"
ANCHOR' BOLT
PLAN VIEW
ES 0 6" C-C
5'
S 0 12" C-C
BOTTOM
REBAR SPLICING
ST. LUCIE COUNT Y
PLAN REVIEW
197 0`/- 0
BLDG:
DATE: xlo2
ELEC:
DATE:
PLUMB:
DATE:
MECH:
DATE:
BAR SIZE
SPLICE LENGTH
3
16"
4
22"
5
27"
6
M.
7
48"
8
55"
9
62"
10
68"
11
75"
SPLICING NOTES:
6, 1) STAGGER ALL SPLICES.
2) SPLICE CHART IS BASED ON 3000 PSI CONCRETE.
3) SPLICE REBAR ONLY WHEN NECESSARY.
REBAR CHART M-CAISSON
REBAR
REBAR S1ZE
REBAR LENGTHS
REBAR DIA.
I pcs. OF REBAR
I TOTAL FT.
VERTS
98 GRADE 60
26'
N/A
60
1560'
TIES
q4 GRADE 60
N/A
96" 0
31
779'
TOTAL CONCRETE = 62 YD3
NOTES:
1) ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS
OF ACI 301 AND AC131 B.
THIS FOUNDATION IS DESIGNED TO CONFORM ACI 318-02 AND ANSI/EIA-222-F STANDARDS
UTILIZING THE SOILS REPORT PREPARED BY A.M. ENGINEERING AND TESTING, INC., PROJECT / D-05589.
A COPY SHALL BE PROVIDED TO THE FOUNDATION CONTRACTOR. SOIL CONDITIONS THAT
DIFFER FROM THOSE DESCRIBED IN THE REPORT SHALL BE BROUGHT TO THE ATTENTION
OF THE RESIDENT ENGINEER/INSPECTOR. ALL COMMENTS OR RECOMMENDATIONS REGARDING
CONSTRUCTION TESTING OR CONSTRUCTION MONITORING SHALL BE STRICTLY FOLLOWED.
ALL CONCRETE SHALL BE 3000 PSI AT 28 DAYS. CYLINDERS SHALL BE PROPERLY CAST
WITH COPIES OF THE TEST REPORTS GOING TO THE RESIDENT ENGINEER/INSPECTOR.
ALL ADMIXTURES MUST BE ADDED SEPARATELY INTO FRESH CONCRETE AND SUFFICIENTLY
MIXED. A NON -CORROSIVE CONCRETE SET ACCELERATE MAY BE UTILIZED IN COMPLIANCE
WITH ASTM 494 TYPE C. A WATER REDUCING ADMIXTURE MAY BE UTILIZED IN
COMPLIANCE WITH ASTM 494 TYPE A.
ALL BACXFILL SHALL BE PLACED IN 9 INCH LIFTS AND COMPACTED TO A MINIMUM OF
95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY AS MEASURED BY
ASTM D-698 UNLESS MORE STRINGENT COMPACTION IS REQUIRED BY THE SOIL REPORT.
6 MINIMUM CONCRETE COVER SHALL BE'3 INCHES UNLESS OTHERWISE NOTED.
7) CROWN TOP OF PIER FOR DRAINAGE AND CHAMFER ALL EXPOSED CONCRETE EDGES 1 INCH.
AIDESIGNEQ/ ING 77% OF G-CODE TOWER REACTION, BUT USING F-CODE PARAMETERS DUE
?plTp,?yC9PLETE G-CODE FOUNDATION DESIGN CRITERIA. MUST VERIFY BEFORE FINAL
fB(AiEft9,PkEE A V BELOW GRADE. SCANNED
No. 51206 = BY
S4.Lu6jemvniv
STATE OF
WInTower — FM# (812) BtAEM
nOVat10n5 22551�G1MAT 261
NEM uwm. M. Qm
CAISSON FOUNDATION DESIGN
ST. LUCIE CO., FL. (STATION # 8)
3/w I"
,/'14757-2-F1 (19634r2)I -
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MEMBER CHART
— 120',
3.5'—
F
— TOO'—
3.5'—
E
80
— 4.0'—
D
— 60'
4.5'
C
— 40' —
5.0'
B
5.5'—
— 20'
A
— 0'
6 0'—
SECTION ELEVATION FACE SIZE
SECTION
ELEVATION
FACE SIZE
LEGS
GIRTS
SECTION
WEIGHT (Ibs.)
DIAGONALS
HORIZONTALS
CLIMBING
A
0' — 20'
6.0' — 5.5'
3-3/4
1 S.R.
1 S.R.
NOTE: 7
3375
B
20' — 40'
5.5' — 5.0'
3-1/2
7/8 S.R.
7/8 S.R.
NOTE: 7
2825
C
40' — 60'
5.0' — 4.5'
3-1/4
7/8 S.R.
7/8 S.R.
NOTE: 7
2500
D
60' — 80'
4.5' — 4.0'
2-3/4
7/8 S.R.
7/8 S.R.
NOTE: 7
1975
E
80' — 100'
4.0' — 3.5'
2-1/2
3/4 S.R.
3/4 S.R.
NOTE: 7
1500
F
100' — 120'
3.5'
2
3/4 S.R.
3/4 S.R.
NOTE: 7
1100
Feedline Distribution Information
1) The Tower Structure Is Designed
According To The Feedline Distribution
Information Provided.
FACE 1
�C(2) 3/8„ LINE
TO 118' ELEV.
(2) 7/8" LINE
TO 113' ELEV.
(4) 1/2" LINE
TO 108' ELEV.
MAX INDIVIDUAL LEG LOADS
a14 kips Y
1
399rrII kips
412 kips A
4
MAX TOTAL FOUNDATION LOAD
n26 kips .- 1\
d 2116 fl—kips
16 kips
V
ANTENNA INFORMATION
ANTENNA
(3) LIGHTNING DISSIPATER (CoAC=7.91, W=60lbs ASSUMED]
(2) 4' STANDARD DISHES
M010R'
(2) 2' x 2' x 2" ANTENNAS
(4) 4' x I" WHIP ANTENNAS
T
MATERIAL SPEC CHART
DESC. MATR'L SPEC. I MIN. YIELD (ksi)
WELDED SECTIONS
LEGS
INNER MEN.
FLANGE PL
50
DESIGN & DRAWING NOTES:
1) SOME DETAIL HAS BEEN OMITTED FOR CLARITY
2) TOWER DESIGNED FOR EXPOSURE C TO THE TIA%
3) TOWER DESIGNED FOR 150 MPH BASIC WIND IN
THE TIA-222—G STANDARDS.
4) DEFLECTIONS BASED UPON A 60 MPH WIND.
5) STRUCTURE CLASS III, TOPOGRAPHIC CATEGORY 1
ASSUMED FOR THE TIA/EIA-222—G STANDARD.
6) SECTIONS A — E ARE 7—BAY X—BRACED
SECTION F IS 6—BAY X BRACED.
LL
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AND A CREST HEIGHT = 0
7) TOWER DESIGNED FOR STEP BOLTS UP ALL THREE LEGS AND
INTEGRAL FEEDLINE TABS.
8) (8) 1-1/4" 0 ASTM A449 ANCHOR BOLTS REQUIRED PER LEG.