HomeMy WebLinkAboutFoundation PlanGENERAL NOTES
14'-8"
GENERAL NOTES:
THESE PLANS AND THE ASSOCIATED CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE 2017 6TH EDITION OF THE FLORIDA
BUILDING CODE.
THE BUILDER SHALL REVIEW DRAWINGS IN THEIR ENTIRETY BEFORE STARTING WORK. THE BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR
ANY ERRORS OR OMISSIONS NOT REPORTED IMMEDIATELY IN WRITING TO THIS ENGINEER. BY SUBMITTING THESE PLANS FOR PERMIT, THE
BUILDER ACCEPTS FULL RESPONSIBLITIY FOR THE ACCURACY OF THE INFORMATION DEPICTED WITHIN AND IT IS ASSUMED THAT THE BUILDER
HAS READ AND UNDERSTANDS THE NOTES BELOW.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL,
PLUMBING, AND SITE DRAWINGS.
.CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR
SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD.
DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND
ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS
OR TIEDOWNS.
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQIREMENTS AND SLAB -ON -GRADE
THICKNESS TO HANDLE CONSTRUCTION LOADS.
THE STRUCTURAL FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE
ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL FLOOR DESIGNERS LAYOUT. PROVIDE SIGNED AND SEALED SHOP
DRAWINGS AND CALCULATIONS FOR APPROVAL. REVIEW OF SHOP DRAWINGS IS REQUIRED AS THE ENGINEER CHECKS BEAM, WALL, COLUMN
AND FOOTING CAPACITIES AGAINST KNOWN LOADING. FAILURE TOP PROVIDE SHOP DRAWINGS MAY RESULT IN ADDITIONAL ENGINEERING
COSTS DURING CONSTRUCTION.
CONCRETE:
CONCRETE DESIGN HAS BEEN PERFORMED IN ACCORDANCE WITH ACI 318-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
NORMAL WEIGHT CONCRETE (145 PCF) 28-DAY COMPRESSIVE STRENGTH:
SHALLOW FOUNDATIONS 2500 PSI.
COLUMNS, BEAMS, AND ELEVATED SLABS: 3000 PSI
CONCRETE SLUMP SHALL BE AS FOLLOWS: SLUMP IN INCHES
MIN MAX
MASSIVE SECTIONS, PAVEMENTS, AND SLABS 1-1/2 4
HEAVY SLABS, BEAMS, WALLS 3 5
THIN WALLS, COLUMNS, 3 } 6
MINIMUM CONCRETE CLEAR COVER SHALL BE:
SLAB-3/4"
BEAMS AND COLUMNS-1-1/2"
TIE COLUMNS-3/4"
EXPOSED UNPROTECTED CONCRETE-1-1/2"
FORMED CONCRETE BELOW GRADE - 2"
UNFORMED CONCRETE BELOW GRADE -3"
PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO A.C.L'S "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES." (A.C.I. 315)
DETAILS OF CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH "THE MANUAL OF STANDARD PRACTICE FOR REINFORCED
CONCRETE CONSTRUCTION" AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITUTE UNLESS OTHERWISE INDICATED.
CONCRETE CONSTRUCTION TECHNIQUES SHALL CONFORM TO THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301).
ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT ALL CONSTRUCTION LOADS.
CONCRETE BEAM SIZES MAY BE INCREASED AS REQUIRED FOR ARCHITECTURAL DETAILS OR TO FIT BLOCK COURSING.
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE
PLACEMENT.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC.
CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO
THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A
BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED.
IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
NONCOMPLIANCE WITH THE ABOVE.
ALL CONCRETE SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD C-309, TYPE 1. CURING COMPOUNDS SHALL HAVE A
FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE WATER_HAS
LEFT THE UNFINISHED CONCRETE.
ALL SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY.
CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK.
OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.
FORMWORK:
FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK".
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
HANGERS OR STRAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED ON THE DRAWINGS IN STEEL YIELD OR ULTIMATE STRENGTH, STEEL
DIMENSIONS (LENGTH AND WIDTH), NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS OR BOLTS, AND/OR DO NOT HAVE THE
SAME GENERAL SHAPE WILL NOT BE ACCEPTABLE.
NO POCKETS WILL BE ALLOWED IN CONCRETE OR STEEL MEMBERS FOR CONNECTION OF WOOD MEMBERS UNLESS THE CONNECTION DETAIL IS
IN WRITING PRIOR TO INSTALLATION.
ALL NAILS, SCREWS AND BOLTS SHALL BE HOT -DIPPED GALVANIZED. .3,4"
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REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL
BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO., SEE LAP SPLICE SCHEDULE.
UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW,
TENSION LAP SPLICE SCHEDULE:
PLAIN REINFORCEMENT
MASONRY OTHER THAN TOP BARS TOP BARS
BAR No. SPICE LENGTH (3000 PSI) (4000 PSI) (3000 PSI) (4000 PSI)
3 -- 16" 16" 21" 18"
4 24" 22" 19" 28" 24"
5 30" 27" 23" 35" 30"
6 36" 35" 31" 46" 40"
7 42" 48" 42" 63" 54"
PROVIDE Y x Y CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL CORNERS. THESE CORNER BARS SHALL BE THE SAME SIZE
AS LONGITUDINAL BEAM BARS. SEE DETAILS FOR ADDITIONAL INFORMATION.
REINFORCEMENT SHALL BE CAREFULLY PLACED, RIGIDLY SUPPORTED AND WELL TIED WITH BAR SUPPORTS AND SPACERS.
REINFORCING STEEL IN FOOTINGS SHALL BE ASSEMBLED AS MATS WITH BARS EQUALLY SPACED AND WIRED TOGETHER AT EACH INTERSECTION
BEFORE CONCRETE IS PLACED.
DOWEL COLUMN AND WALL REINFORCING TO FOOTING WITH SAME SIZE AND NUMBER OF DOWELS AS VERTICAL BARS ABOVE.
DOWELS SHALL BE HOOKED "L" AT BOTTOM AND SHALL BE LAPPED 48 BAR DIAMETER WITH THE COLUMN OR WALL REINFORCING ABOVE
CONCRETE COLUMNS SHALL BE TIED COLUMNS UNLESS OTHERWISE INDICATED.
MASONRY
STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13/TMS 402-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES
AND THE COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I.530-13/ASCE 6-13/TMS 602-16, SPECIFICATIONS FOR MASONRY STRUCTURES AND THE
COMMENTARY ON SPECIFICATIONS FOR MASONRY STRUCTURES.
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM
C-90, GRADE N, F'm=1500 PSI.
BLOCK SHALL BE PLACED IN RUNNING BOND UNLESS OTHERWISE NOTED. LAY UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING
CONCRETE FOR IN WALL COLUMNS.
GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476 AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI
AT 28 DAYS. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COURSE AGGREGATE AND SHALL BE PLACED WITH A SLUMP OF 8" TO 10". USE
MECHANICAL VIBRATION TO CONSOLIDATE GROUT.
TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM
C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT
EXTEND INTO THE CELLS TO BE FILLED. ALLOW A MINIMUM OF 24 HOURS FOR MORTAR TO CURE PRIOR TO GROUTING CELLS.
HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD 9 GAGE LADDER -TYPE DUR-O-WAL (ASTM CLASS B-2, HOT DIPPED
GALVANIZED) AT ALTERNATE COURSES (16" ON CENTER), UNLESS OTHERWISE NOTED. JOINT REINFORCEMENT SHALL BE CONTINUOUS AND
SHALL LAP A MINIMUM OF 8".
TENSION AND COMPRESSION LAPS = .002 X BAR DIAMETER X fs (NOTE THAT fs=24 KSI MAXIMUM (A X Fy)) (THIS EQUATES TO 48 X BAR DIAMETER)
MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR". THE
SUPERVISOR OF THE MASONRY PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR" OR A "CERTIFIED
STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND PRO
DUCTS ASSOCIATION C&PA .THE SENIOR MASONRY
(F ) O SO Y SUPERVISOR
WILL BE RESPONSIBLE TO ASSURE THAT THE WORK IS ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MASONRY
CONTRACTOR SHALL SUBMIT CREDENTIALS FOR THE FC&PA TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
REINFORCING BAR SHALL BE IN ALL WALL INTERSECTIONS AND AT EACH SIDE OF ALL OPENINGS.
REINFORCING BARS SHALL BE AT ALL GIRDER TRUSSES WITH GRAVITY LOADS GREATER THAN 3500 LBS.
THE BUILDER SHALL EMPLOY A SPECIAL INSPECTOR APPROVED BY THE BUILDING OFFICIAL TO ENSURE COMPLIANCE WITH THE APPROVED
STRUCTURAL DRAWINGS FOR GROUT PLACEMENT AND STRENGTH TESTING PROCEDURES.
THE STRUCTURAL FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE
ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL FLOOR DESIGNERS LAYOUT. PROVIDE SIGNED AND SEALED SHOP
DRAWINGS AND CALCULATIONS FOR APPROVAL. REVIEW OF SHOP DRAWINGS IS REQUIRED AS THE ENGINEER CHECKS BEAM, WALL, COLUMN
AND FOOTING CAPACITIES AGAINST KNOWN LOADING. FAILURE TOP PROVIDE SHOP DRAWINGS MAY RESULT IN ADDITIONAL ENGINEERING
COSTS DURING CONSTRUCTION.
SEE ARCH FOR
BUMP -OUT FOAM
USE 900 ACI STD.
HOOK. FOUR SOLID
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SEE ARCH FOR
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SCALE: 3/ 4" = V-0"
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FINISH GRADE
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WATER PROOFING
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FOUNDATION PLAN
SCALE: 3/8" =1'4'
SEE ARCH FOR
BUMP -OUT FOAM
8" DEEP CONCRETE
CAP WITH (4)#5 BAR
E.W. MID
WATER PROOFING
AND STUCCO BY
OTHERS
56"X48"X16" PAD
WITH (5) #5 TOP &
BOTTOM E.W.
SEE ARCH FOR
BUMP -OUT FOAM
5 @ 12" O.C.
(4) #5
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CAP
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56"X48"X16" PAD a° ° I a d
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(4) #5 TOP & Y-10" :46"X16"X CONT
BOTTOM 4FOOTING
r2 ""t COLUMN SECTION
S1 3/4"=V-0"
RECEIVED
JUN 0 5 7070
WIND LOADING ASCE 7-10 OPEN PerSt.
LUpacle Ct"t'
WIND SPEED =145 MPH
EXPOSURE C
RISK FACTOR I
VELOCITY PRESSURE = 23.33 PSF (WORKING LOADS)
FOUNDATION NOTES
COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
REFERENCE ELEVATION +0'4', SEE SURVEY PLOT FOR NAVD AND BUILDING ORIENTATION.
INDICATES #5 VERTICAL REINFORCING BAR, U.N.O. IN CELLS FILLED WITH GROUT ENDS
OF REBARS SHALL BE HOOKED INTO FOUNDATION, BOND BEAM OR TIE BEAMS WITH AN
ACI STANDARD 90 DEG. HOOK.
REBARS SHALL BE PLACED AS SHOWN IN THE PLANS.
SPLICES IN REINFORCING BARS SHALL NOT BE LESS THAN 48 BAR DIAMETERS (#5 = 30", #7 =
42"), AND REINFORCING SHALL BE CONTINUOUS.
RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE THE STEEL REINFORCING FOR THE
FOUNDATION. DESIGNED WAS BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF
2,500 PSF.
REINFORCING FOR FOUNDATION SHALL BE CONTINUOUS AROUND CORNERS AND
CHANGES OF DIRECTION WITH THE ADDITION OF A CORNER BAR 30" ALONG EACH LEG,
FOR EACH BAR IN FOUNDATION.
REVIEWED FOR
CODE COMPLIANCE
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CHECKSET: 12-27-19
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