05-437-018CONC. BLOCK WALL
1 5 CONT 8� 2' -6'
°
ao °
N
Lu
TmDBL. W.Wr_.
5 0 48' VERT.
IN GROUTED CELL
SECTION AT EDGE OF SLAB
SCALE: 3/4 " =1' -0"
VERT. REINF. (SEE NOTE.)
CONCRETE COLUMN SCHEDULE
MARK
SIZE
VERT. REINF.
TIES
REMARKS
TC
8'x12'
4%
0308'
F -3
TC -1
8'x16'
416
0308'
TC -2
8'x24'
65
0308'
4 #5
TC -3
8,x16'xib'
65
0308'
12"
TC -4
8'x30'
65
0308'
GRADE
a
,
03 0 8'
WATERPROOF MEMBRANE
A
8'x28'
405
0308'
Z
B
8'X30'
45
0308'
DOWELS 41
(SAME SIZE & SPACING
C
24' X 24'
6 0T
03 0 at
conc, block col
D
24' X 16'
4%
03 0 16
cons, block col
E
8'x28'
45
0308'
■
F
8'X III XS'
6 5
0308'
24" X 12"
G
10' X 12'
4%
03 0 8'
n V)
40" X 12"
4 #5 CONT.
1 #4 0 16" TRANSV.
TYPICAL WALL FOOTING DETAIL
8"
TYPICAL THICKENED EDGE
N. T. S.
2' -6'
4 -03 TIES EA TIE SK
AS INTERSECTION
--1L 8' —1—
4" CONC. SLAB
2 -5 CORER BARS, 30'
7 OWN BOTT� TOP, ONE
M
N
TYPICAL OX12
CONC. TIE BEAM
N
TIE 5M. REINF. AT INTERSECTION
SCALE: 3/4' = 1' -0'
A0509\sftd%%4AMV, 4/8!M 9:16:16 AM
F
18' 8'
TC -3
CLEANOUT OPENING
2 #9 WIRE REINF.
MARK
(GROUT AFTER INSPECTION
(DUR -O -WALL) OR
m
TYP. 0 ALL LEVELS &
APPROVED EQUIV.
F -3
BASE OF ALL CELL
LADDER TYPE.
Li
GROUTING HIGHER THAN 4' -0 ")
In
1/2- EXP. JT.
PROVIDE 1 1/2" DEEP KEY AT
ao
4 #5
POINTS WHERE GROUTING IS
F -5
TOP OF FIN. FLOOR
STOPPED
12"
5# 5
CONC. SLAB (SEE PLAN)
GRADE
a
,
F -4X6
WATERPROOF MEMBRANE
16"
7 # 5 LW 14 #5 SW
COMPACTED FILL
ao
Z
2 #4 (TYP.) NOT SHOWN ELSEWHERE
C
FOOTING (SEE FND. PLAN)
DOWELS 41
(SAME SIZE & SPACING
°
a
COMPACTED SOIL
AS WALL REINF.)
#7 0 6" TOP & BOTT.
#4 0 24" TRANSV.
3" CL.
V)
i�
TRANSV. REINF.
WF -16
x
(SEE SCHED.)
TYPICAL WALL FOOTING DETAIL
8"
TYPICAL THICKENED EDGE
N. T. S.
2' -6'
4 -03 TIES EA TIE SK
AS INTERSECTION
--1L 8' —1—
4" CONC. SLAB
2 -5 CORER BARS, 30'
7 OWN BOTT� TOP, ONE
M
N
TYPICAL OX12
CONC. TIE BEAM
N
TIE 5M. REINF. AT INTERSECTION
SCALE: 3/4' = 1' -0'
A0509\sftd%%4AMV, 4/8!M 9:16:16 AM
F
18' 8'
TC -3
WOOD TRUSSES 0 24' O:C.
TRUSS ANCHOR SEE
CONNECTOR SCHEDULE
A' COX. PLYWOOD SHEATHING
W 180 COMMON NAILS 06' OZ. F.
EDGES 4 PERIMETER
OVERHANG
2' -0'
TB.
8' CONC. BLOCK
ROOF TYP. SECTION
SCALE: I'- 1' -0'
STRUCTURAL NOTES:
COORDINATION:
- COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT
ANY DISCREPANCIES TO OUR OFFICE.
CONCRETE:
- COMPRESSIVE STRENGTH AT 28 DAYS:
SLAB ON FILL: 2500 PSI
ALL OTHER POURED -N -PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
-TEST:
A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION
THEREOF SPECIMENS SMALL BE TESTED ACCORDING TO A.S.TM. C -3% ONE AT 3, ONE AT 1,
AND 3 AT 28 DAYS.
- COVER:
CONCRETE DEPOSITED AGAINST THE GROUND: 3'
FOF41ED CONCRETE IN CONTACT WITH THE GROUND:_2'
BEAMS AND COLUMNS: 1 -1/1'
INTERIOR SLABS: 3/4'
EXTERIOR SLABS' 1 -1/2'
POST- TENSIONED SLABS: 1'
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 THEN 30' IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED
AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4' 4 5' SLABS: I' DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUCTION JOINTS MUST BE PLACED N 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 03%
PERMS IN ACCORDANCE WITH A.S.TM. 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 IR' PRE- MOLDED JOINT FILLER
COMPLYING WITH AS.TM. D -1152, TYPE I.
- FINISHING:
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH
STEEL 'TROWELS SHOULD BE COMMENCED IF REQUIRED BROOMING SHALL BE AFTER THE STEEL
TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: STEEL TROWELED
OUTSIDE SLAB: -BROOMED
REINFORCING STEEL:
- REINFORCING BARS CONFORMING TO AS.TM. A -815 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO AS.TM. A -185 AND SUPPORTED ON SLAB BOLSTERS SPACED
AT 3' -0' O /C.
- FABRICATION AND DETAILING ACCORDING TO A.C.I.-315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
WELDING:
-ALL WELDING SHOULD BE PEWDRMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
AIDS. BY CERTIFIED WELDERS.
- CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES.
DESIGN CRITERIA:
SUPERIMPOSED LOADS LIVE LOAD: DEAD LOAD:
- ROOF: 30 PSF 25 PSF
-FLOOR 40 PSF 50 PSF
WIND LOAD: V -146 MPH EXP. C, IF. -1, KD-I
NER 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.
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE
DESIGNED BY FLORIDA RESTRICTED ENGINEER WHO SPECIALIZES N FORM WORIQTEMPORARY
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 BRACINCs 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.
FETY OSHA AND LABOR LAWS.
-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
'PLICABLE CODES:
- ALTHOUGH T14E 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
N 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.C.I. 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
A.IS.C. MANUAL OF STEEL CONSTRUCTION, 9th EDITION.
ASCI 98
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.
TIMBER
B- ALL ROOF MEMBERS TO BE SECURED TO TIE BEAM OR OTHER STRUCTURAL ELEMENT WITH
HURRICANE ANCHORS.
C- TRUSS MANUFACTURER TO SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY HIS REGISTERED
ENGINEER BEFORE SUBMITTING FOR APPROVAL.
MASONRY NOTES: (TYPICAL FOR ALL LEVELS) _
I. ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MASOORY
BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C -90 AND
PROJECT SPECS. THESE MASONRY UNITS SHALL PROVIDE A
MINIMUM PRISM STRENGTH F'm= 1500 PSI IN 28 DAYS AS - - - -
DELIVERED TO THE JOB SITE. MANUFACTURER SHALL SUBMIT
PRISM TEST RESULTS FOR ALL MASONRY USED ON TINE PROJECT
PRIOR TO CONSTRUCTION. THREE PRISMS SHALL BE MADE FOR
EACH TEST OF 5000 SQ. FT. OF WALL. PRISMS SHALL BE TWO
BLOCK NIGH, USING TYPE M MORTAR ON FACE SHELL ONLY AND
MADE TESTED N CONFORMANCE WITH A.S.T.M. C 140 -90,
TOGETHER WITH A.S.T.M. E 441. METHOD B AS MODIFIED N
ACI 530.1 92. MASONRY UNIT STRENGTH - 1900 PSI
2. ALL GROUTING SHALL COMPLY WITH ASTM C -416 WITH A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. MIX SHALL
HAVE 3/8' MAX. SIZE AGGREGATE WITH A MINIMUM SLUMP OF 8'.
GROUT SHALL BE SAMPLED AND TESTED AS PER ASTM C -39, WITH A
MR OF 3 TESTS PER 30 YD. OR LESS BEING PLACED EACH DAY.
3. TYPE M MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT AND
PROPORTIONED AS OUTLINED UNDER ASTM C -210. HOLLOW UNITS
SHALL BE LAID WITH RILL MORTAR COVERAGE ON HORIZONTAL AND
VERTICAL FACE SHELLS EXCEPT THAT WEBS SHALL ALSO BE BEDDED
IN ALL COURSES OF COLUMNS, IN THE STARTNG COURSE ON
FOOTINGS AND SOLID FOUNDATION WALLS, AND AT GROUTED CELLS.
HORIZONTAL AND VERTICAL FACE JOINTS SHALL BE 3/8' THICKt
U.ON. VERTICAL JOINTS SHALL BE SHOVED TIGHT. MORTAR
PROTRUSIONS EXTENDING INTO CELLS OR CAVITIES (THAT ARE TO
BE REINFORCED AND GROUTED) SHALL BE REMOVED. ALLOW MIN. 24
HOURS FOR MORTAR TO CURE PRIOR TO GROUTING
4. STANDARD HIGH -LIFT GROUTING PROCEDURES SHALL BE FOLLOWED.
LAY UP BLOCK AS REQUIRED. DROP VERTICAL STEEL INTO CELLS
CONTAINING DOWELS AND SECURE IN PLACE. PROVIDE CUTOUT ON
FACE FOR CLEAN OUT, STEEL TYING AND INSPECTING, AND GROUT
FLOW VERIFICATION. GROUTING SHALL BE DONE IN MAX. OF 4' -0'
LIFTS, CONTINUING AROUND BUILDING AND RETURNING TO THE
STARTING POINT WITH APPROXIMATELY ONE HOUR DELAY PRIOR TO
COMMENCING WITH NEXT 4' -0' GROUT LIFT. GROUTING SHALL BE
CONTINUOUS UNTIL COMPLETION. THE LEVEL OF GROUT SHALL BE
STOPPED 1 -1/1' FROM TOP OF THE LAST MASONRY UNIT. WHERE
BREAK AWAY OR BREAK OUT IS CALLED FOR OR REQUIRED, A SAW
CUT SHALL BE USED. FOLLOW ABOVE PROCEDURE TO ROOF LEVEL.
5. ALL WALLS SHALL BE REINFORCED AND GROUTED VERTICAL AND
HORIZONTAL CONTINUOUS AS SHOWN ON DRAWINGS. ALL WALL OPENINGS
SHALL HAVE A MIN. OF 2 0 5 VERTICAL EA SIDE AND 2 0 5 TOP AND
BOTTOM(U.OA ON PLANS AND SCHEDULES). ALL SPLICING IN
REINFORCING BARS SHALL BE A MIN. LAP OF 6 X BAR NUMBER
MASONRY CONTRACTOR SHALL PROVIDE 'LADUR' TYPE 'DUR -O -WALL'
HORIZONTAL REINFORCING AT ALTERNATE COURSE I6' C/C UDA
DUR -O -WALL SHALL BE CONTINUOUS WITH A MIN. SPLICE OF 6'.
PROVIDE PREFAB TEES AND CORNER SECTION AS REQUIRED.
ALL LINTEL REINFORCING BARS SHALL EXTEND NOT LESS THAN
24' BEYOND EA SIDE OF ALL OPENINGS.
6. MASONRY CONTRACTOR SHALL LAY BLOCK UNITS SO AS TO ASSURE
TIGHT HEAD JOINTS AND SNUG BED JOINTS FOR SHRINKAGE CONTROL
AND WATER TIGHTNESS. MORTAR JOINTS SHALL BE TOOLED WHEN
THUMB PRINT HARD TO INCREASE WATER TIGHTNESS. ALL
ADJUSTMENTS TO BLOCKS NOTED ON PLANS SHALL BE SAW CUT.
WHERE BREAK AWAY OR BREAK OUT IS CALLED FOR, A SAW CUT
SHALL BE USED.
1. CONTRACTOR SHALL RETAIN THE SERVICES OF AN INDEPENDENT
TESTING LAB TO PROVIDE TESTING IN CONFORMANCE TO PLANS AND
SPECIFICATIONS. ALL TESTING SHALL BE PAID BY THE OWNER
S. ALL MASONRY DESIGN AND CONSTRUCTION SHALL COMPLY WITH
ACI 530 -92 AND ACI 530.1 -92
- PROVIDE 0 9 TRUSS TYPE (LADDER TYPE FOR REINFORCED MASONRY)
HORIZONTAL MASONRY REINF. 0 16' O/C N ALL MASONRY WALLS
- IN ALL VERTICAL REINFORCEMENT PROVIDE FOUNDATION DOWELS AND
STANDARD HOOKS AT TOP TIE BEAM.
- SPLICE VERTICAL MASONRY WALL REINFORCEMENT 48 BAR DIAMETERS AS
FOLLOWS:
FOR 0 5 BARS: 30'
FOR 0 6 BARS: 36'
FOR 01 BARS: 42'
STRUCTURAL STEEL:
-ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO A.S.T.M. A -36
NOT 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 AS.T.I A -301.
-ALL BOLTS SHALL CONFORM TO A.S.T.M. A -325.
- ALL STRUCTURAL TUBING SHALL BE CONCRETE FILLED AND CONFORM TO
A S. T. M. A -500, PROVIDE 1/4' DIA. PRESSURE RELIEF HOLES IN
EACH COLUMN, AT TOP, BOTTOM AND MID -POINT. (FY- 46 K S. D
- PROVIDE ONE SHOP COAT OF RUST INHIBITING PANT MIN. 3 ML. DRY FILM THICKNESS).
- FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A
SPECIFICATIONS.
FOUNDATION RECOMENDATION :
ALL SOIL SUPPORTING FOUNDATIONS SHALL BE PREPARED AS
RECOMMENDED BY 'ALL STATE ENGENIERNG 4 TESTING CONSULTANTS INC.'
OF MIAMI, FLORIDA, TO PROVIDE AN ALLOWABLE BEARING
CAPACITY OF 3000 "P. CERTIFICATION OF BEARING CAPACITY
SHALL BE SUBMITTED BY A GEOTECHNICAL ENGINEER
REGISTERED N THE STATE OF FLORIDA PRIOR TO POURING FOUNDATIONS
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C.A. Nx 26217
16581 SW 64tH TER.
MAW FLORIDA 33193
TeL 786.336.1082
Fax 954.441.8444
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REVMIONS JBY 05 %,/2005
FOOTING SCHEDULE
MARK
SIZE
m
REINF. EA. WAY
REMARKS
F -3
3'- 0 "X3'
-0 "X12"
Li
3 #5
F -4
4'- 0 "X4'
-0 "X14"
ao
4 #5
F -5
5' -0"
X 5' -0" X
12"
5# 5
W
a
co
Q
F -4X6
6' -0" X 4' -0" X
16"
7 # 5 LW 14 #5 SW
04
W
Z
o_
C
I
w
WF -84
8' -6"
X 7' -6" X
24"
#7 0 6" TOP & BOTT.
#4 0 24" TRANSV.
V)
ul
C)
WF -16
x
16" X 12"
■
3 #5 CONT.
Ld
WF -24
a
24" X 12"
3 #5 CONT.
#4 0 16" TRANSV.
WF -40
n V)
40" X 12"
4 #5 CONT.
1 #4 0 16" TRANSV.
N
■
0
WOOD TRUSSES 0 24' O:C.
TRUSS ANCHOR SEE
CONNECTOR SCHEDULE
A' COX. PLYWOOD SHEATHING
W 180 COMMON NAILS 06' OZ. F.
EDGES 4 PERIMETER
OVERHANG
2' -0'
TB.
8' CONC. BLOCK
ROOF TYP. SECTION
SCALE: I'- 1' -0'
STRUCTURAL NOTES:
COORDINATION:
- COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT
ANY DISCREPANCIES TO OUR OFFICE.
CONCRETE:
- COMPRESSIVE STRENGTH AT 28 DAYS:
SLAB ON FILL: 2500 PSI
ALL OTHER POURED -N -PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
-TEST:
A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION
THEREOF SPECIMENS SMALL BE TESTED ACCORDING TO A.S.TM. C -3% ONE AT 3, ONE AT 1,
AND 3 AT 28 DAYS.
- COVER:
CONCRETE DEPOSITED AGAINST THE GROUND: 3'
FOF41ED CONCRETE IN CONTACT WITH THE GROUND:_2'
BEAMS AND COLUMNS: 1 -1/1'
INTERIOR SLABS: 3/4'
EXTERIOR SLABS' 1 -1/2'
POST- TENSIONED SLABS: 1'
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 THEN 30' IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED
AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4' 4 5' SLABS: I' DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUCTION JOINTS MUST BE PLACED N 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 03%
PERMS IN ACCORDANCE WITH A.S.TM. 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 IR' PRE- MOLDED JOINT FILLER
COMPLYING WITH AS.TM. D -1152, TYPE I.
- FINISHING:
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH
STEEL 'TROWELS SHOULD BE COMMENCED IF REQUIRED BROOMING SHALL BE AFTER THE STEEL
TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: STEEL TROWELED
OUTSIDE SLAB: -BROOMED
REINFORCING STEEL:
- REINFORCING BARS CONFORMING TO AS.TM. A -815 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO AS.TM. A -185 AND SUPPORTED ON SLAB BOLSTERS SPACED
AT 3' -0' O /C.
- FABRICATION AND DETAILING ACCORDING TO A.C.I.-315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
WELDING:
-ALL WELDING SHOULD BE PEWDRMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
AIDS. BY CERTIFIED WELDERS.
- CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES.
DESIGN CRITERIA:
SUPERIMPOSED LOADS LIVE LOAD: DEAD LOAD:
- ROOF: 30 PSF 25 PSF
-FLOOR 40 PSF 50 PSF
WIND LOAD: V -146 MPH EXP. C, IF. -1, KD-I
NER 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.
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE
DESIGNED BY FLORIDA RESTRICTED ENGINEER WHO SPECIALIZES N FORM WORIQTEMPORARY
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 BRACINCs 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.
FETY OSHA AND LABOR LAWS.
-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
'PLICABLE CODES:
- ALTHOUGH T14E 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
N 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.C.I. 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
A.IS.C. MANUAL OF STEEL CONSTRUCTION, 9th EDITION.
ASCI 98
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.
TIMBER
B- ALL ROOF MEMBERS TO BE SECURED TO TIE BEAM OR OTHER STRUCTURAL ELEMENT WITH
HURRICANE ANCHORS.
C- TRUSS MANUFACTURER TO SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY HIS REGISTERED
ENGINEER BEFORE SUBMITTING FOR APPROVAL.
MASONRY NOTES: (TYPICAL FOR ALL LEVELS) _
I. ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MASOORY
BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C -90 AND
PROJECT SPECS. THESE MASONRY UNITS SHALL PROVIDE A
MINIMUM PRISM STRENGTH F'm= 1500 PSI IN 28 DAYS AS - - - -
DELIVERED TO THE JOB SITE. MANUFACTURER SHALL SUBMIT
PRISM TEST RESULTS FOR ALL MASONRY USED ON TINE PROJECT
PRIOR TO CONSTRUCTION. THREE PRISMS SHALL BE MADE FOR
EACH TEST OF 5000 SQ. FT. OF WALL. PRISMS SHALL BE TWO
BLOCK NIGH, USING TYPE M MORTAR ON FACE SHELL ONLY AND
MADE TESTED N CONFORMANCE WITH A.S.T.M. C 140 -90,
TOGETHER WITH A.S.T.M. E 441. METHOD B AS MODIFIED N
ACI 530.1 92. MASONRY UNIT STRENGTH - 1900 PSI
2. ALL GROUTING SHALL COMPLY WITH ASTM C -416 WITH A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. MIX SHALL
HAVE 3/8' MAX. SIZE AGGREGATE WITH A MINIMUM SLUMP OF 8'.
GROUT SHALL BE SAMPLED AND TESTED AS PER ASTM C -39, WITH A
MR OF 3 TESTS PER 30 YD. OR LESS BEING PLACED EACH DAY.
3. TYPE M MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT AND
PROPORTIONED AS OUTLINED UNDER ASTM C -210. HOLLOW UNITS
SHALL BE LAID WITH RILL MORTAR COVERAGE ON HORIZONTAL AND
VERTICAL FACE SHELLS EXCEPT THAT WEBS SHALL ALSO BE BEDDED
IN ALL COURSES OF COLUMNS, IN THE STARTNG COURSE ON
FOOTINGS AND SOLID FOUNDATION WALLS, AND AT GROUTED CELLS.
HORIZONTAL AND VERTICAL FACE JOINTS SHALL BE 3/8' THICKt
U.ON. VERTICAL JOINTS SHALL BE SHOVED TIGHT. MORTAR
PROTRUSIONS EXTENDING INTO CELLS OR CAVITIES (THAT ARE TO
BE REINFORCED AND GROUTED) SHALL BE REMOVED. ALLOW MIN. 24
HOURS FOR MORTAR TO CURE PRIOR TO GROUTING
4. STANDARD HIGH -LIFT GROUTING PROCEDURES SHALL BE FOLLOWED.
LAY UP BLOCK AS REQUIRED. DROP VERTICAL STEEL INTO CELLS
CONTAINING DOWELS AND SECURE IN PLACE. PROVIDE CUTOUT ON
FACE FOR CLEAN OUT, STEEL TYING AND INSPECTING, AND GROUT
FLOW VERIFICATION. GROUTING SHALL BE DONE IN MAX. OF 4' -0'
LIFTS, CONTINUING AROUND BUILDING AND RETURNING TO THE
STARTING POINT WITH APPROXIMATELY ONE HOUR DELAY PRIOR TO
COMMENCING WITH NEXT 4' -0' GROUT LIFT. GROUTING SHALL BE
CONTINUOUS UNTIL COMPLETION. THE LEVEL OF GROUT SHALL BE
STOPPED 1 -1/1' FROM TOP OF THE LAST MASONRY UNIT. WHERE
BREAK AWAY OR BREAK OUT IS CALLED FOR OR REQUIRED, A SAW
CUT SHALL BE USED. FOLLOW ABOVE PROCEDURE TO ROOF LEVEL.
5. ALL WALLS SHALL BE REINFORCED AND GROUTED VERTICAL AND
HORIZONTAL CONTINUOUS AS SHOWN ON DRAWINGS. ALL WALL OPENINGS
SHALL HAVE A MIN. OF 2 0 5 VERTICAL EA SIDE AND 2 0 5 TOP AND
BOTTOM(U.OA ON PLANS AND SCHEDULES). ALL SPLICING IN
REINFORCING BARS SHALL BE A MIN. LAP OF 6 X BAR NUMBER
MASONRY CONTRACTOR SHALL PROVIDE 'LADUR' TYPE 'DUR -O -WALL'
HORIZONTAL REINFORCING AT ALTERNATE COURSE I6' C/C UDA
DUR -O -WALL SHALL BE CONTINUOUS WITH A MIN. SPLICE OF 6'.
PROVIDE PREFAB TEES AND CORNER SECTION AS REQUIRED.
ALL LINTEL REINFORCING BARS SHALL EXTEND NOT LESS THAN
24' BEYOND EA SIDE OF ALL OPENINGS.
6. MASONRY CONTRACTOR SHALL LAY BLOCK UNITS SO AS TO ASSURE
TIGHT HEAD JOINTS AND SNUG BED JOINTS FOR SHRINKAGE CONTROL
AND WATER TIGHTNESS. MORTAR JOINTS SHALL BE TOOLED WHEN
THUMB PRINT HARD TO INCREASE WATER TIGHTNESS. ALL
ADJUSTMENTS TO BLOCKS NOTED ON PLANS SHALL BE SAW CUT.
WHERE BREAK AWAY OR BREAK OUT IS CALLED FOR, A SAW CUT
SHALL BE USED.
1. CONTRACTOR SHALL RETAIN THE SERVICES OF AN INDEPENDENT
TESTING LAB TO PROVIDE TESTING IN CONFORMANCE TO PLANS AND
SPECIFICATIONS. ALL TESTING SHALL BE PAID BY THE OWNER
S. ALL MASONRY DESIGN AND CONSTRUCTION SHALL COMPLY WITH
ACI 530 -92 AND ACI 530.1 -92
- PROVIDE 0 9 TRUSS TYPE (LADDER TYPE FOR REINFORCED MASONRY)
HORIZONTAL MASONRY REINF. 0 16' O/C N ALL MASONRY WALLS
- IN ALL VERTICAL REINFORCEMENT PROVIDE FOUNDATION DOWELS AND
STANDARD HOOKS AT TOP TIE BEAM.
- SPLICE VERTICAL MASONRY WALL REINFORCEMENT 48 BAR DIAMETERS AS
FOLLOWS:
FOR 0 5 BARS: 30'
FOR 0 6 BARS: 36'
FOR 01 BARS: 42'
STRUCTURAL STEEL:
-ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO A.S.T.M. A -36
NOT 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 AS.T.I A -301.
-ALL BOLTS SHALL CONFORM TO A.S.T.M. A -325.
- ALL STRUCTURAL TUBING SHALL BE CONCRETE FILLED AND CONFORM TO
A S. T. M. A -500, PROVIDE 1/4' DIA. PRESSURE RELIEF HOLES IN
EACH COLUMN, AT TOP, BOTTOM AND MID -POINT. (FY- 46 K S. D
- PROVIDE ONE SHOP COAT OF RUST INHIBITING PANT MIN. 3 ML. DRY FILM THICKNESS).
- FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A
SPECIFICATIONS.
FOUNDATION RECOMENDATION :
ALL SOIL SUPPORTING FOUNDATIONS SHALL BE PREPARED AS
RECOMMENDED BY 'ALL STATE ENGENIERNG 4 TESTING CONSULTANTS INC.'
OF MIAMI, FLORIDA, TO PROVIDE AN ALLOWABLE BEARING
CAPACITY OF 3000 "P. CERTIFICATION OF BEARING CAPACITY
SHALL BE SUBMITTED BY A GEOTECHNICAL ENGINEER
REGISTERED N THE STATE OF FLORIDA PRIOR TO POURING FOUNDATIONS
_C f
C.A. Nx 26217
16581 SW 64tH TER.
MAW FLORIDA 33193
TeL 786.336.1082
Fax 954.441.8444
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DRAWN
E.Y.R.
CHECKED
EAC.
DATE
DEC. 21 '04
SCALE
SHOWN
JOB NO.
04 -1221
SHEET
S -6
OF 9 SHEETS