R13-122-003CONCRETE NOTES
GENERAL NOTES
U CONCRETE SHALL CONFORM WITH AGI -31a IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
1) A SPECIAL INSPECTION BY A FL. CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR REINFORCED
OF 2500 P51 1@ 28 DAYS FOR FOOTINGS, SLABS 4 3000 PSI BEAMS 4 COLUMNS.
MASONRY CONSTRUCTION, PRE CAST UNITS 4 ATTACHMENTS, 501L COMPACTION,
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ROOF TRU5SE5 OVER 35' LONG OR (b' -0" HIGH, STRUCTURAL STEEL CONNECTIONS 4 CURTAIN WALL SYSTEMS..
2) MAXIMUM PERMISSIBLE SLUMP 15 5-6' IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT
2) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS 15 STRICTLY FORBIDDEN. THE ENGINEER WILL
GROUT
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
3) AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE A5TM C -33 SHALL CONFORM TO
3) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION,
A5TM C -94
A
4) NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER
4) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER, WITH THE APPROVAL
REINFORCEMENT
OF ENGINEER OF RECORD,
5) CONCRETE TESTING IS REQUIRED AS FOLLOWS: 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
_
A5 PER ASTM C-94
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN
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ACCORDANCE WITH "NATIONAL PEST CONTROL ASSOCIATION' STANDARDS
6) CLEAR COVER FOR REINFORCING BARS SHALL BE:
HORIZONTAL
UNFORMED FACES..- 3' BALCONY SLAB5 ...... 1- 1/2'
FOOTINGS.._- 3'
6) IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND
.- .._..._._.
FIELD CONDITIONS OR OTHERWISE, IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION BEFORE
BEAM5 /COLUMNS _-I I -112" FORMED FACES IN
PROCEEDING. COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR To
CONTACT W /EARTH.._. 2"
PROCEEDING WITH THE WORK
6' -0
1)THE CONTRACTOR 15 RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION, PROVIDE
1) ALL CONCRETE WORK IN ACCORDANCE WITH " 5PECIFICATION5 FOR STRUCTURAL
APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT, CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE
CONCRETE" (ACI- 301 -(B9)
TEMPORARY BRACING AND SHORING, 15 THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT 15 THE RESPONSIBILITY
1
OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS
AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS, TEMPORARY BRACING AND SHORING SHALL BE
DESIGNED TO RE515T ALL CONSTRUCTION INCLUDING
REINFORCING STEEL NOTES
FOUNDATION PLAN. (32" MAX. 5PAGING.
LOADS THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE
LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT
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U REINFORCING STEEL fy = 60,000 P.5.1. I's = 24,000 P.S.I. Es = 29,000,000 P.S.I.
Em = 1,350,000 P.5.1. N = Es/Em = 21.48
2) REINFORCING STEEL SHALL CONFORM TO A5TM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
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FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES'.
WOOD NOTES
4S.
3) TIE BEAMS 4 FOOTINGS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LE55 THAN 30'.
CONCRETE TIE COLUMN.
1. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF 'A.PA. DESIGN / CON5TRUCTION
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE
GUIDE - DIAPHRAGMS' AND THE F.B.G. 2010 EDITION.
CORNER 30' (SAME SITE AND QUANTITY),
2, PLYWOOD ROOF PECKING SHALL BE 19/32' MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO
4) EXTEND BEAM BOTTOM BARS a' PAST ALL OPENINGS GREATER THAN 3' -0" ON BOTH SIDES.
OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE 5UPPORT5 .
5) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBAR5 THRU COLUMNS OR BY
3. CONNECT PLYWOOD DIAPHRAGM 70 STRUCTURE WITH Sd RAING SHANK NAILS, SPACED AT 6'o.c. MAX. AT
BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30 ".
EDGES AND AT 6'o.a ALONG INTERMEDIATE 5UPPORT5. 4" o.c. to DIAPHRAM BOUNDARY AND
m 4' OC m GABLE ENDS.
(o) NOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3° BELOW
TOP OF THE TIE BEAM.
4. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE MUNICIPALITY,
ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS.
STRUCTURAL STEEL
5. ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No. 2 OR BETTER
MINIMUM BENDING STRESS, Fb = 1,200 PSI. SHEAR STRESS Fv =90 P51. YOUNG'S MODULES, E = 1,500,000 PSI.
TYPE -A TYPE -B
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
(o. TRU55 SPECIALTY ENGINEER OVER STRESSING OF WOOD 15 ALLOWED FOR WIND DESIGN, BUT DO NOT OVER 5TRE55 TRU55
METAL PLATES.
A. ALL WF, ANGLE, BASE PLATES, CONN. PLATES WON) --- ASTM A36 (Fy =3(o K51)
B. STRUCTURAL TUBE ------------------ A5TM A500, GRADE B (Fy -46 KSU
C. STEEL PIPE ----------------------- A5TM A53, GRADE B (FY =-55 KSU
2. GROUT FOR COLUMN BASE PLATES SHALL BE NON - METALLIC NON SHRINK
GROUT SUCH AS MASTER FLOW iii, AS MANUFACTURED BY MASTER BUILDERS
OR AP RROVED EQUAL
MASONRY NOTES
3, ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE
1) PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING
FOR WELDING IN BUILDING CONSTRUCTION' OF THE AMERICAN WELDING SOCIETY.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING Elm -XX
ELECTRODES.
FILLED TO ENSURE THAT THE CELL IS FILLED. PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN
2) ALL BLOCK MASONRY WALLS SHALL HAVE 9 GUAGE HORIZONTAL REINFORCEMENT ' pUR -O -WALL LADDER TYPE
SPACED 16" ON CENTER USE PREFABRICATED CORNERS AND TEES BY 'pUR -O -WALL AT CORNERS AND JUNCTIONS OF
SHOPDRAWINGS
WALLS MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO A.S.TM. C -90 WITH COMPRE561VE STRENGTH
OF f'c =1900 P.S.I. ON THE NET CRO65- 6ECTIONAL AREA AND SHALL BE LAID IN RUNNING BOND.
PRIOR TO ANY FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.
SHOP DRAWINGS ARE REQUIRED, BUT NOT LIMITED TO, FOR THE FOLLOWING:
3) MORTAR SHALL COMPLY WITH A.5.TM. 210
I. WOOD TRU55E5
MORTAR TYPE S. F'm =1,500 P51
2. STRUCTURAL STEEL
4) WHERE ANCHOR BOLTS ARE SET IN MA50NRY WALL, FILL TWO BLOCK CELLS WITH GROUT a ANCHOR BOLT LOCATIONS
5) GROUT USED IN THE WORK SHALL CONFORM TO A5TM 041(o WITH A SLUMP MIIX OF a" TO 11', PROVIDE CLEANOUT AND
STRUCTURAL DESIGN CRITERIA
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE.
CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4" VIBRATOR
6) POUR GROUT IN LIFTS NOT TO EXCEED 4'
1) THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FBC 2010 EDITION AND OTHER REFERENCED CODES
1) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 P51 IN 28 PAYS.
AND 5PECIFICATION5. ALL CODES AND SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT.
GROUT SHALL COMPLY WITH A.5.T.M. C41(o.
APPLICABLE CODES:
DESIGN LOADS
A: FLORIDA BUILDING CODE 2010 EDITION.
B: A.C.I. 318 -08 REINFORCED CONCRETE
C: REINFORCED MASONRY BY A.C.I. 530 -0a AND
E: WIND ANALYSIS AND DESIGN PER A.5.CE,1 -10.
WINE) DESIGN PER ASCE 1 -10 ROOF DESIGN LOADS:
MEAN ROOF HEIGHT _.._. ._..._.._.._.._.._.._...-...... + 13' -0'
DEAD LOAD (WOOL) TRU55E5):_ 25 PSF
WIND DESIGN SPEED 115 MPH
_._.- ..__..___.._.._.._....
LIVE LOAD:_.._..._... 30 PSF
EXPOSURE CATEGORY ........ _..__ ......... ___ C
GCp1...... _ .............. ...m.._ _.._... V -0.1a
STRUCTURAL CATEGORY ........ _ .... ___.- _.._...II
UPLIFT PRESSURES ZONES I AND 2 4 3
ZONE1 .................. _-_.._._ ................ _.. -34.26 PSF
ZONE 2 ._.._ ..._._.._.._..__.._,_.._..._.__ 51.a5 PSF
ZONE3 .._.._.._. ._.._..._.._..._.._..._.._._.._ - 51.85 P5F
S TOP AND BOTTOM DOWELS
EMBEDDED 6' INTO EXISTING FOOTING
w/ HILTI HIT HY -150 EPDXY SYSTEM
TYPICAL BOTH SIDES.
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NEW CONCRETE COLUMN
REFER TO FOUNDATION PLAN
ALL SPLICES SHALL BE A MIN.
48' x BAR DIAMETER
EMBED 6' INTO EXIST. FOOTING.
W/ HILT[ HIT HY 150 EPDXY:
ALL DOWELS TO MATCH COLUMN
STEEL IN QUANTITY 4 SIZE.
EXISTING FOOTING
TO REMAIN
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NEW CONCRETE COLUMN
REFER TO FOUNDATION PLAN
ALL SPLICES SHALL BE A MIN.
48' x BAR DIAMETER
EMBED 6' INTO EXIST. FOOTING.
W/ HILT[ HIT HY 150 EPDXY:
ALL DOWELS TO MATCH COLUMN
STEEL IN QUANTITY 4 SIZE.
EXISTING FOOTING
TO REMAIN
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HORIZONTAL
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FOR FILLED CELLS LOCATIONS SEE
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CONCRETE TIE COLUMN.
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TYPE -B TYPE -C
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TYPE -C
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NOTES
❑1 4" REINFORCED CONCRETE SLAB WITH 6X6 - 1.4x1.4 WELDED WIRE MESH OVER
VAPOR BARRIER ON CLEAN WELL COMPACTED FILL FREE OF ORCzANIG MATTER
MAXIMUM SIZE OF ANY ROCKS WITHIN 12" BELOW THE FLOORS LAB SHALL
BE A MAXIMUM OF 3" IN DIAMETER. SLAB SHALL BE Fc = 3,000 PSI.
�2 PROVIDE (2) #5 x 4' -0 "Ig CORNER CRACK BARS a ALL CORNERS OF SLAB
(AS INDICATED ON PLAN).
�3 REFER TO ARCHITECTURAL DRAWINGS FOR 5LA5 FINISHES AND OTHER DETAILS
NOT SHOWN HERE.
® FILL CELLS INDICATED ON THIS SHEET, INDICATE5 FIRST FLOOR FILL CELL
LOCATIONS.
VERIFY SIZE AND LOGATIONS OF ALL WINDOW /DOOR OPENING5 AND
OPENINGS IN SLAB WITH ARCHITECTURAL DWG&.
® 1"4 x 6' -0" LONG -a 12 "o.c. TOP w /STD. A,C.I HOOK, TYP.
GROUT FILLED CELLS BENEATH TRU55 AB0V3 =, SEE DELEGATED
ENGINEERS TRUSS LAYOUT FOR EXACT LOCATION.
®
PROVIDE (2) 05 x 5' ICcI� CORNER BARS BENT 30" EA. WAY -a ALL
CORNER5 OF MONOLITPIC FTG.
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ARCHITECT I
ORRSM LOPEZ -RECIO
AR0009350
5895 SW, 32 STREET
MMW FLORIDA 33M
TELEPHONE. (;305) 608 -8887
OWNER
FOOTING SCHEDULE
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TYPE -B TYPE -C
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NOTES
❑1 4" REINFORCED CONCRETE SLAB WITH 6X6 - 1.4x1.4 WELDED WIRE MESH OVER
VAPOR BARRIER ON CLEAN WELL COMPACTED FILL FREE OF ORCzANIG MATTER
MAXIMUM SIZE OF ANY ROCKS WITHIN 12" BELOW THE FLOORS LAB SHALL
BE A MAXIMUM OF 3" IN DIAMETER. SLAB SHALL BE Fc = 3,000 PSI.
�2 PROVIDE (2) #5 x 4' -0 "Ig CORNER CRACK BARS a ALL CORNERS OF SLAB
(AS INDICATED ON PLAN).
�3 REFER TO ARCHITECTURAL DRAWINGS FOR 5LA5 FINISHES AND OTHER DETAILS
NOT SHOWN HERE.
® FILL CELLS INDICATED ON THIS SHEET, INDICATE5 FIRST FLOOR FILL CELL
LOCATIONS.
VERIFY SIZE AND LOGATIONS OF ALL WINDOW /DOOR OPENING5 AND
OPENINGS IN SLAB WITH ARCHITECTURAL DWG&.
® 1"4 x 6' -0" LONG -a 12 "o.c. TOP w /STD. A,C.I HOOK, TYP.
GROUT FILLED CELLS BENEATH TRU55 AB0V3 =, SEE DELEGATED
ENGINEERS TRUSS LAYOUT FOR EXACT LOCATION.
®
PROVIDE (2) 05 x 5' ICcI� CORNER BARS BENT 30" EA. WAY -a ALL
CORNER5 OF MONOLITPIC FTG.
A�
ARCHITECT I
ORRSM LOPEZ -RECIO
AR0009350
5895 SW, 32 STREET
MMW FLORIDA 33M
TELEPHONE. (;305) 608 -8887
OWNER
REVISIONS:
1 0..01.13 B D.G.
A 5.16,13 REVISION
BY OWNER
SEAL
JANUARY 18" 2013
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REVISIONS:
1 0..01.13 B D.G.
A 5.16,13 REVISION
BY OWNER
SEAL
JANUARY 18" 2013
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DATE :
JANUARY 18" 2013
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JOB NO.: 13-2000
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SHEET NO.: OF