05-875-011O
STRUCTURAL NOTES:
COORDINATION:
- COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT
ANY DISCREPANCIES TO OUR OFFICE.
EXISTING CONDITIONS:
- EXTREME CARE MUST BE USED DURING ALL NEW EXCAVATION, FOUNDATION AND DEMOLITION WORK
SO AS NOT TO UNDERMINE ANY OF THE EXISTING FOUNDATION THAT MUST REMAIN.
FOUNDATIONS:
-BASED ON USUAL INSPECTIONS, FOUNDATION SHALL BEAR ON CLEAR SAND OR LIMEROCK, WITH
A PRESUMPTIVE SOIL BEARING CAPACITY OF 2000 PSF. CONTRACTOR SHALL RETAIN
A GEOTECHNICAL ENGINEER TO CONFIRM OUR ASSUMPTIONS AND THE ENGINEER OF RECORD AND THE
BUILDING OFFICIAL SHALL BE NOTIFIED OF THE RESULTS, PRIOR TO CONCRETE PLACEMET.
BUILDING PAD PREPARATION:
- TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE
OBJETIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREAS OF
THE SITE. FOR A MINIMUM DISTANCE OF FIVE FEET OUTSIDE STRUCTURE PERIPHERY.
- EXISTING GROUND BENEATH STRUCTURE FOUNDATION SHALL PROOF ROLLED, AREAS EXHIBITING
INSTABILITY ARE TO BE UNDERCUT AND BACKFIELD AND COMPACTED.
-THE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING
EIGHT (8) INCHES LOOSE MEASURED THICKNESS IN UNCOFINED LIFTS OR 6' IN CONFINED AREAS.
EACH LIFT IS TO BE COMPACTED AS FOLLOWS:
1.- SLAB ON GRADE: MINIMUM OF 135% MAXIMUM DENSITY BY ASTM D1551.
2.- FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D698.
ELEVATIONS:
-ALL ELEVATIONS SHOWN ARE IN FEET AND INCHES, AND ARE REFERENCES FROM SEA LEVEL DATUM
OF 1929 (NjG V.D.).
CONCRETE:
MARK
- COMPRESSIVE STRENGTH AT 28 DAYS:
REINFORCEMENT
SLAB ON FILL:
3000 PSI
ALL OTHER POURED -IN -PLACE CONCRETE:
3000 PSI
GROUT:
3000 PSI
-TEST:
STIRRUPS
A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION
THEREOF SPECIMENS SHALL BE TESTED ACCORDING TO A.S.T.M. C -39, ONE AT 3, ONE AT 1,
AND 3 AT 26 DAYS.
12'
- COVER:
24 "x 1(0"
CONCRETE DEPOSITED AGAINST THE GROUND:
3'
FORMED CONCRETE IN CONTACT WITH THE GROUND:
2'
BEAMS AND COLUMNS:
1 -1/2'
INTERIOR SLABS:
3/4'
EXTERIOR SLABS:
1 -1/2'
POST - TENSIONED SLABS:
SLAB ON FILL: (PLACED ACCORDING TO ACI 302)
- JOINTS:
ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2" THICK
PREMOLDED JOINTS FULL DEPTH OF SLAB.
CONTROL JOINTS PLACED AT CENTERLINE OF COLUMN LINES PROVIDE INTERMEDIATE JOINTS
IF COLUMN SPACING IS GREATER THAN 30'. IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED
AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4' 4 5' SLABS: 1' DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUCTION JOINTS MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE
SHOWN AND WHERE CONTROL JOINTS ARE SHOWN.
WHEN CONCRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS
SHALL BE FORMED WITH BURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL.
-VAPOR BARRIERS:
WATERPROOF MEMBRANES (OVERLAPPED 6' AT JOINTS) WITH A PERMEANCE OF LESS THAN 039.
PERMS IN ACCORDANCE WITH A.S.T.M. E -98 SHALL BE PROVIDED UNDER INTERIOR SLAB.
WHERE NO VAPOR BARRIER IS USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN
ADVANCE OF CONCRETING NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR
SOFT SPOT IS PERMITTED.
-ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL IS TO BE 1/2' PRE - MOLDED JOINT FILLER
COMPLYING WITH A.S.T.M. D -1152, TYPE I.
- FINISHING:
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH
STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED GROOMING SHALL BE AFTER THE STEEL
TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: STEEL TROWELED
OUTSIDE SLAB: GROOMED
REINFORCING STEEL:
- REINFORCING BARS CONFORMING TO A.S.T.M. A -615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO A.S.T.M. A -185 AND SUPPORTED ON SLAB BOLSTERS SPACED
AT V-0' O /C.
- FABRICATION AND DETAILING ACCORDING TO A.C.I. -315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
STRUCTURAL STEEL:
-ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO AS.T.M. A -36 HOT DIPPED GALVANIZED.
- PLATES SHALL BE TOUCHED AFTER WELDING HAS TAKEN PLACE.
-ALL STRUCTURAL STEEL WELDING SHALL BE PERFORM WITH A.W.S. D.I.I.
-ALL ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A -301.
-ALL BOLTS SHALL CONFORM TO A.S.T.M. A -325.
-ALL PIPE COLUMNS SHALL CONFORM TO A.S.T.M. A -53, GRADE B (Fy = 46 KSU.
- PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML. DRY FILM THICKNESS).
- FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A.I.S.C.
SPECIFICATIONS.
WELDING:
-ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
A.W.S. BY CERTIFIED WELDERS.
- CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES.
TIMBER:
-ALL JOISTS AND RAFTERS SHALL HAVE A MIN. STRESS GRADE OF Fb = 1200 PSI (SOUTHERN YELLOW PINE).
-TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
-ALL TRUSSES AND /OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS
WITH HURRICANE STRAPS AS INDICATED ON PLANS. STAGGER TRUSSED AS REQUIRED TO ACHIEVE
PROPER BEARING (4' MIN.).
MASONRY WALLS:
- BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HAS BEEN POUR D.
- NON - BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
- MORTAR CONFORMING TO A.S.T.M. C -210 TYPE 'M'(2500 PSU.
- PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16' O/C (FOR REINFORCED
WALLS).
- PROVIDE 9 GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16' O/C (FOR NON - REINFORCED
WALLS)
- WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION
SHALL BE FILLED WITH CONCRETE.
-GROUT FOR MASONRY UNITS SHALL CONFORM TO ASTM C416 AND SHALL ATTAIN A
COMPRESSIVE STRENGTH OF f'c = 3000 PSI AT 28 DAYS.
-PRIS STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF f'm = 1500 PSI. (f'm = 1900 PSI)
- MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0'.
-GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI
WITH A SLUMP OF 9' TO 11'.
- CONCRETE BLOCKS SHALL BE C -9O TYPE, PLACED IN RUNNING BONDS.
DESIGN CRITERIA:
-LIVE LOAD: -
-DEAD LOAD:
-WIND LOAD:—
30 PSF
20 PSF
PER A.S.C.E. 1 -98
CATEGORY: IL
EXPOSURE - 'C'
IMPORTANCE: 1.00
WIND VELOCITY: 146 MPH
OWNER, ARCHITECT, AND CONTRACTOR NOTE:
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REQUIRED
IF THIS OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING.
SHORING, RE- SHORING, AND TEMPORARY BRACING:
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE
DESIGNED BY FLORIDA PROFESSIONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY
BRACING DESIGN. AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR. THE GENERAL
CONTRACTOR IS THE ULTIMATE RESPONSIBLE PARTY FOR SHORING, RE- SHORING, AND
TEMPORARY BRACING REQUIRED ON THIS PROJECT AND MUST SATISFY HIMSELF WITH THE
ADEQUACY OF THE INSTALLATION OF THESE ITEMS AT ALL TIMES. IN THE SPECIFIC CASE OF
POURED SLABS IT IS HIGHLY RECOMMENDED THAT FROM THE SHORING DESIGNER OR HIS
AGENT PRIOR TO THE PLACEMENT OF CONCRETE THE GENERAL CONTRACTOR SECURE A
CERTIFICATION OF THE INSTALLED SHORING.
SAFETY OSHA AND LABOR LAWS.
-THE STRCUTURE IS DESIGNED TO BE SELF - SUPPORTING AND STABLE AFTER THE BUILDING IS
FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSABILITY TO DETERMINE ERECTION
PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT
PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY
BRACING, ETC. THAT MAY BE NECCESARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S
PROPERTY AFTER COMPLETION OF THE PROJECT.
-THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO POSSES ANY
KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY, OSHA OR LABOR
LAE REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR
AND THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS. THE STRUCTURAL ENGINEER
OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFESSIONAL
REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE
APPLICABLE CODES:
- ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND
LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR IS STILL RESPONSIBLE FOR COMPLYING
WITH ALL APPLICABLE CODES AND ORDINANCES OF THE EVENT OF CONFLICT OR OVERSIGHT
IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OF DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE
UNDERTAKEN.
-THE APPLICABLE CODES ARE:
FLORIDA BUILDING CODE.
A.G.I. 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
A.I.S.C. MANUAL, 9th. EDITION.
SHOP DRAWING SUBMITTALS:
- SUBMIT ONE SEPIA AND ONE PRINT OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNED AND
SEALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED
PRINTS FOR APPROVAL.
-SHOP DRAWINGS:
REINFORCED STEEL.
STRUCTURAL STEEL.
CONCRETE MIX DESIGN.
NOTE
8" X 8" CONC. STARTER COLS W/ 2 #5 VERT.
C -3 PROVIDE #4 DOWELS 8" LONG AT 12 O.C.
EMBEDED 4" INTO EXIST. RESIDENCE OR COLS. WITH
NON SHINK EPDXY GROUT (REMOVE EXIST. STUCCO)
cf�
"T' BARS
COLUMN NOTES:
PROVIDE HAIRPIN CONNECTORS -0 S' O.G. BETWEEN INTERMEDIATE
VERT. BARS IN COLUMNS W/ 6 VERT. BARS OR MORE
COLUMN SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
MARK
SIZE
REMARKS
VERTICAL OR
TIES OR
4'x4'xl2'
STIRRUPS
SASE PLATE
cAF PLATE
8'
12'
F -1
24 "x 1(0"
5 "�
L.W
FROM FOOTING TO TIE BEAM, AND HOOK INTO TIE BEAM
IIXl& II
rO - 05
#3 ow S" O.0
ANDARD ACI. D
12'
3 *5
2 #�
04 648
FGb 104'-0' MAX. UNDER RAKED TB.
0.
5-1
+18' -1'
FROM FOOTING TO TIE BEAM, AND NOOK INTO TIE BEAM
CIt
II
X 1
4 _ S
#3 a S" O.0
W1 STANDARD ACI. NOOK ® EACH END
03 Is 5" O.0
CAST IN PLACE
5-2
+18'4
FC'• 104' -0' O.G. MAX. UNDER RAKED Ta.
FOOTING SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
TOP
BOTT.
CONT.
TRANS.
F484&
4'x4'xl2'
STIRRUPS
4- 15
EA. WAY
+9' -8'
8'
12'
F -1
24 "x 1(0"
5 "�
L.W
3S
L.W
412' BAL o 48'
PROVIDE` 2 CORNER BAR
45 30'x30' EACH CORNER
TB -2
WF -24
��l2 "x 24"
12'
3 *5
2 #�
04 648
046 48"
0.
5-1
+18' -1'
8"
12'
2 05
BEAM SCHEDULE
MARK
ELEV.
WIDTH
DEPTH
REINFORCEMENT
REMARKS
TOP
BOTT.
CONT.
TRANS.
STIRRUPS
TB -1
+9' -8'
8'
12'
2 *5
2 #�
M "
4 48
412' BAL o 48'
PROVIDE` 2 CORNER BAR
45 30'x30' EACH CORNER
TB -2
+18' -1'
8'
12'
2 +B
2 #�
046 48"
PROVIDE' 2B CORNER BAR
05 30'x30' EACH CORNER
5-1
+18' -1'
8"
12'
2 05
2 #6
03 Is 5" O.0
CAST IN PLACE
5-2
+18'4
ON
12'
2S
2 Oro
03 a 51 O.0
CAST IN PLACE
5-3
+9' -8"
ON
16'
2 *5
2 05
03 1' O.0
CAST IN PLACE
B-4
+9' - 8"
12'
16'
2 *5
3 08
03 11 O.0
CAST IN PLACE
B_5
NOT USED
B -ro
+`J-8
8'
Iro
2 *5
2 #r°
03 le 1' O.0
CAST IN PLACE
GREATER OF 0.5
LI OR 03 L2
'T" BARS
30 BAR 0.3 L 03 L
D I A. ] I
"E' BARSJ I I \ 'Cl BARS I I I \ "C" BARS
'B' BARS LENGTH L/3
2' -2"
(TYP.)
"A' BARS
'T' BARS RUN CONTINUOUS OR
LAP AS REQ'D. AT MID SPAN.
1 03 L T
'E' BARS
STD. HOOKS
�- "A" BARS 'A' BARS MID BARS —/
L L2 L3 L4
6" MIN.
NOTE
1. 'L' IS THE LONGER OF ADJACENT SPAN. 4. MID BARS TO BE #4012' E.F. WHENEVER BEAM DEPTH
2. ON WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER IS LARGER THAN 2' -011
.
3. STIRRUPS TO BE CLOSED TYPE WITH 1350 NOOK. 5. CONTRACTOR TO PROVIDE 2 *5 CORNER BARS LAPPED MIN. 30" EACH WAY.
12"
6. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS.
T`'FICAL SEAM 5AR FLACING DIAGRAM
N.T.S.
4 - #-15 BARS
(T''FICAL)
#3 TIES a
811 O.C.
c4
1 �J n
ro -05 5ARS
(T,I FICAL)
#3 TIES /,D
S 11 O.C.
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DRAWN BY
JULIO C SILVA
CHECKED BY
Y. H
JOB No.
2005-0005
PAGE
S-1
1 1 OF 2 O SHEETS