11-1035-004I
i
ii
E N E R A L S R T RA L
i
FOUNDATION:
CONCRETE SLAB ON GRADE:
1,. BASED ON VISUAL INSPECTION ON SITE THE FOUNDATION HAVE BEEN DESIGNED FOR A MAXIMUM SOIL BEARING CAPACITY OF 2000 PSF. 1. ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2- THICK PREMOLDED JOINTS FULL DEPTH OF SLAB.
SOIL COMPACTION: 2. PLACE CONTROL JOINTS AT CENTERLINE OF COLUMNS. PROVIDE INTERMEDIATE JOINTS IF COLUMN SPACING IS GREATER THAN 20 FT. IN ANY
CASE JOINT SPACING SHALL NOT BE GREATER THAN 15 FT. IN SIDE WALKS TOOLED JOINTS SHALL BE SPACED AS THE WIDTH OF THE SLAB.
1. COMPACTED SOIL IS TO PROVIDE A SATISFACTORY SUBGRADE FOR THE LOAD BEARING CONCRETE SLAB ON GRADE. BACKFILL MATERIAL 3. CONTROL JOINT DEPTH SHALL BE 1" TOOLED FOR SLAB THICKNESS 4" TO 5 ". JOINTS SHALL BE SAWED AT 15' INTERVALS WITHIN 24 HOURS AFTER
SHALL BE GRAVELLY SOILS, WELL - GRADED SANDS, AND SAND - GRAVEL MIXTURES RELATIVELY FREE OF PLASTIC FINES. CONCRETING.
2. FILL AND BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 95% AASHO T -180C DENSITY AND SHALL CONFORM TO ABOVE REFERENCED 4. CONSTRUCTION JOINT MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE SHOWN.
GEOTECHNICAL ENGINEER'S REQUIREMENTS.
5. WHEN CONRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL BE FORMED WITH BURKE KEYED KOLD
3. MINIMUM SUBGRADE MODULUS, k, SHALL ACHIEVE 200 LB /IN ^2 PER IN (OR pci) AFTER COMPACTION. METAL JOINT FORM OR APPROVED EQUAL.
WOOD MEMBERS: 6. WATERPROOF MEMBRANES, OVERLAPPED 6" AT JOINTS, WITH A PERMEANCE OF LESS THAN 0.3% PERMS IN ACCORDANCE WITH A.S.T.M. E -98
SHALL BE PROVIDED UNDER INTERIOR SLAB. SHERE NO VAPOR BARRIER IS USED, THE SUBGRADE MUST BE DAMPENED WITH WATER IN
1. ALL STRUCTURAL WOOD MEMBERS TO BE SAWN LUMBER. 'DIMENSIONS LUMBER TO BE 'SOUTHERN PINE ' WITH A MINIMUM COMMERCIAL ADVANCE OF CONCRETING TO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS PERMITTED.
GRADE OF'NO. 1'. DESIGN BENDING STRESS OF FB= 1200 PSI
7. ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL IS TO BE X" PRE - MOLDED JOINT FILLER COMPLYING WITH ASTM D -1752, TYPE[.
2. ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS. SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFACTORY MATERIALS TO
BE REPLACE AT NO COST TO THE OWNER. 8. PREMATURE FINISHING IS NOT ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH STEEL TROWELS SHOULD BE COMMENCED IF
REQUIRED. BROOMING SHALL BE AFTER THE STEEL TROWELING OPERATION.
3. ALL MEMBERS IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS, TO BE PRESSURE TREATED.
9. SLAB FINISH TYPE: INSIDE BUILDING - STEEL TROWELED; OUTSIDE SLAB - BROOMED, UNLESS OTHERWISE NOTED.
CONCRETE CONSTRUCTION NOTES:
1. CAST -IN -PLACE CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM 28 -DAY COMPRESSIVE STRENGTHS (f c): DESIGN CRITERIA:
1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND SPECIFICATIONS:
A) FOOTINGS AND GRADE BEAMS 3000 PSI A). THE FLORIDA BUILDING CODE (FBC), 2007 EDITION, SECTIONS OF "HIGH VOLOCITY HURRICANE ZONE ".
B) SLAB -ON -GRADE 3000 PSI B). ACI 318 -02, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
C) COLUMNS AND ELEVATED BEAMS 3000 PSI C). ASCE 7 -05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
D) WALLS 3000 PSI D). ACI 530- 02/ASCE 5- 021TMS 402 -02, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.
E) CONCRETE SLAB ON METAL DECK 3000 PSI
F) ALL OTHER CONCRETE 3000 PSI 2. DESIGN LOAD CRITERIA:
2. CONCRETE DENSITY SHALL BE NORMAL WEIGHT UNLESS SPECIFICALLY OTHERWISE NOTED. LIVE LOADS:
NON- ACCESSIBLE ROOF 30 PSF
3. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO CASE SHALL REINFORCEMENT COVER BE LESS THAN THE
REQUIREMENTS OF ACI 301. DEAD LOADS:
'
BOTTOM TOP SIDES ROOF 25 PSF
A) FOOTING 3" 2" 2" WIND LOAD
(PER ASCE 7 -05):
B) BEAMS 1 -1/2" 1 -1/2" 1 -1/2"
BASIC VELOCITY: V= 146 MPH
C) COLUMNS -- -- 1/2" IMPORTANCE FACTOR: 1 =1.00
BS 1. 3/4" 1 1/2 EXPOSURE: C
E) WALLS
INTERNAL PRESSURE COEFFICIENTS: GCpI +/- 0.18
4. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90 DEGREE HOOK WITH A MINIMUM EXTENSION BEYOND THE BEND OF 12 REINFORCING STEEL:
BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE NOTED. STIRRUP, TIE AND 180 - DEGREE HOOKS SHALL CONFORM TO THE REQUIREMENTS OF ACI
318. L CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60.
5. PROVIDE 3�" THICK JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT VERTICAL SURFACES. 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE SHEET -TYPE WELDED WIRE FABRIC. SHEET LAPS SHALL BE TIED AND LAPPED
ONE FULL MESH SPACING.
6. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, TIEBACKS, RECESSES AND OTHER EMBEDDED ITEMS UNLESS OTHERWISE INDICATED.
REINFORCEMENT SHALL NOT BE CUT TO FACILITATE PLACEMENT OF EMBEDDED ITEMS. 3. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED. CONTINUOUS REINFORCING STEEL SHALL BE LAPPED
IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318.
7. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED,
4. FABRICATION AND DETAILING ACCORDING TO A.G.I. -315.
8. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT
ALUMINUM- CONCRETE REACTION AND ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL. 5. ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTIMATING AND SUPPLYING ANY ADDITIONAL CONCRETE REQUIRED TO ACHIEVE SPECIFIED FLOOR
FLATNESS CRITERIA.
10.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 7, AND 3 AT 28 DAYS.
N T E
Q DATE REVISION
MASONRY WALLS:
1. DESIGN MASONRY ASSEMBLAGE STRENGTH, F'M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL
BE A MINIMUM OF 1900 PSI.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH LIGHTWEIGHT AGGREGATE, PLACE IN RUNNING
BONDS.
3. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "M" (2500 PSI). GROUT FOR FILLED CELL SHALL CONFORM TO ASTM 0476 AND SHALL NOT O L
CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI, SLUMP 9 IN. f
4. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 / A615M, GRADE 60 AND SHALL HAVE FABRICATION Q
TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP - FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. W
5. PROVIDE 9 GAGE HORIZONTAL REINFORCEMENT AT 16" SPACING LADDER TYPE FOR NON -LOAD BEARING WALL, TRUSS TYPE FOR LOAD W
BEARING WALL. M
6, ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT OR MORTAR UNLESS EFFECTIVELY F-
COATED OR COVERED TO PREVENT ALUMINUM - CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND W M W
STEEL. Q W co
7, PROVIDE VERTICAL REBARS ACCORDING TO PLAN OR WALL SCHEDULE. SEE "TYPICAL WALL END AND CORNER DETAILS" FOR SPECIAL ~ 0 0
�
REINFORCING DETAIL. Z
J o 0
8, VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE. UNLESS OTHERWISE NOTED, CENTER WALL o
REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS. 1 6
-
W Q W S � �s
TT Fa
9. PROVIDE DOWEL REINFORCEMENT IN FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT, .1. a
Z
® ` a¢
0: CL
10. BRACE TOP OF INTERIOR, NON -LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE U M Q W y
AGAINST OUT -OF -PLANE MOVEMENT IN ACCORDANCE WITH THE "TYPICAL NON - BEARING CMU WALL BRACING DETAIL k o
O �� z
11. PROVIDE CONCRETE LINTEL AND WINDOW SILL ACCORDING TO SCHEDULES IN TYPICAL OPENING DETAIL. 4 = la
12. BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED PRIOR TO THE STRUCTURE ABOVE HAS BEEN POURED.
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13. NON - BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED AFTER THE STRUCTURE ABOVE HAS BEEN POURED.
W
14. PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED WALLS). Ll m
15.
Q
WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. �y �
K
SAFETY OSHA AND LABOR LAWS _8
f °
1. THE ARCHITECT OF RECORD DOES NOT POSSES NOR PRESUMES TO POSSES ANY KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB L M 9'1
SITE EMPLOYEE SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLINCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS CONSULTANTS TO ADDRESS THESE ~ N
MATTERS. THE ARCHITECT OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY. THE BOARD OF PROFESSIONAL REGULATION W W cci K
FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE. c� Q PL
UJ
SHORING, RESHORING AND TEMPORARY BRACING
CJ U]
THE GENERAL CONTRACTOR (GC) IS RESPONSIBLE FOR HIRING A FLORIDA PROFESSIONAL ENGINEER SPECIALIZED IN THE FIELD OF FORM r 00 O
1. WORK AND SHORING DESIGN. # Wo
LL -3 J �
2 SHORING AND RESHORING DESIGN MUST INCLUDE CONSIDERAION OF THE RATE AND METHOD OF PLACING CONCRETE. ❑ ci a
o�so
GC SHALL SUBMIT SIGNED AND SEALED SHORING AND RESHORING DESIGN DRAWINGS FOR REVIEW AND APPROVAL. SHORING INSTALLATION ! Z � Q
3• MUST BE INSPECTED BY THE SHORING DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRETE. ' Lb
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COLUMN SCHEDULE
BEAM SCHEDULE
STRUCTURAL LEGEND
COLUMN
EXP
SIZE (INCHES)
BOTTOM. REINF.
TOP REINFORCING
STIRRUPS
FF
ABOVE FINISHED FLOOR
COL
TOP
FTG
HR
ANCHOR
CONN
GAGE
EACH
ARK
ELEV.
REMARKS
HS
HIGH STRENGTH
"A"
"B"
"C"
"T"
"E"
OC
No. & SPACING
DN
LINEAR FEET
EQUAL
W
D
BARS
BARS
BARS
BARS
BARS
SIZE
EACH END
-
TB -1
+7' -8"
8"
42"
1 #5
CENTER LINE
ELEV
1 #5
s
#3
#3 C @ 12" O /C.
CONC.
N T E
Q DATE REVISION
MASONRY WALLS:
1. DESIGN MASONRY ASSEMBLAGE STRENGTH, F'M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL
BE A MINIMUM OF 1900 PSI.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH LIGHTWEIGHT AGGREGATE, PLACE IN RUNNING
BONDS.
3. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "M" (2500 PSI). GROUT FOR FILLED CELL SHALL CONFORM TO ASTM 0476 AND SHALL NOT O L
CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI, SLUMP 9 IN. f
4. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 / A615M, GRADE 60 AND SHALL HAVE FABRICATION Q
TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP - FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. W
5. PROVIDE 9 GAGE HORIZONTAL REINFORCEMENT AT 16" SPACING LADDER TYPE FOR NON -LOAD BEARING WALL, TRUSS TYPE FOR LOAD W
BEARING WALL. M
6, ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT OR MORTAR UNLESS EFFECTIVELY F-
COATED OR COVERED TO PREVENT ALUMINUM - CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND W M W
STEEL. Q W co
7, PROVIDE VERTICAL REBARS ACCORDING TO PLAN OR WALL SCHEDULE. SEE "TYPICAL WALL END AND CORNER DETAILS" FOR SPECIAL ~ 0 0
�
REINFORCING DETAIL. Z
J o 0
8, VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE. UNLESS OTHERWISE NOTED, CENTER WALL o
REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS. 1 6
-
W Q W S � �s
TT Fa
9. PROVIDE DOWEL REINFORCEMENT IN FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT, .1. a
Z
® ` a¢
0: CL
10. BRACE TOP OF INTERIOR, NON -LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE U M Q W y
AGAINST OUT -OF -PLANE MOVEMENT IN ACCORDANCE WITH THE "TYPICAL NON - BEARING CMU WALL BRACING DETAIL k o
O �� z
11. PROVIDE CONCRETE LINTEL AND WINDOW SILL ACCORDING TO SCHEDULES IN TYPICAL OPENING DETAIL. 4 = la
12. BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED PRIOR TO THE STRUCTURE ABOVE HAS BEEN POURED.
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o
13. NON - BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED AFTER THE STRUCTURE ABOVE HAS BEEN POURED.
W
14. PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED WALLS). Ll m
15.
Q
WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. �y �
K
SAFETY OSHA AND LABOR LAWS _8
f °
1. THE ARCHITECT OF RECORD DOES NOT POSSES NOR PRESUMES TO POSSES ANY KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB L M 9'1
SITE EMPLOYEE SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLINCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS CONSULTANTS TO ADDRESS THESE ~ N
MATTERS. THE ARCHITECT OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY. THE BOARD OF PROFESSIONAL REGULATION W W cci K
FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE. c� Q PL
UJ
SHORING, RESHORING AND TEMPORARY BRACING
CJ U]
THE GENERAL CONTRACTOR (GC) IS RESPONSIBLE FOR HIRING A FLORIDA PROFESSIONAL ENGINEER SPECIALIZED IN THE FIELD OF FORM r 00 O
1. WORK AND SHORING DESIGN. # Wo
LL -3 J �
2 SHORING AND RESHORING DESIGN MUST INCLUDE CONSIDERAION OF THE RATE AND METHOD OF PLACING CONCRETE. ❑ ci a
o�so
GC SHALL SUBMIT SIGNED AND SEALED SHORING AND RESHORING DESIGN DRAWINGS FOR REVIEW AND APPROVAL. SHORING INSTALLATION ! Z � Q
3• MUST BE INSPECTED BY THE SHORING DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRETE. ' Lb
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COLUMN SCHEDULE
MARK
STRUCTURAL LEGEND
COLUMN
EXP
YMBOL DESCRIPTION
CONNECTION
FFE
FINISHED FLOOR ELEVATION
FF
ABOVE FINISHED FLOOR
COL
CONTINUOUS
FTG
HR
ANCHOR
CONN
GAGE
EACH
PPROX
APPROXIMATELY
CONC
HS
HIGH STRENGTH
RCH
ARCHITECTURAL
CONT
ELEVATION
LG
OC
BOTTOM OF CONCRETE
DN
LINEAR FEET
EQUAL
OS
BOTTOM OF STEEL
EA
i
RG
BEARING
EF
1' o^
-
SLAB CONSTRUCTION JOINT
EJ
I
rL
CENTER LINE
ELEV
s
LR
CLEAR
EOS
MU
CONCRETE MASONRY UNIT
EQ
N T E
Q DATE REVISION
MASONRY WALLS:
1. DESIGN MASONRY ASSEMBLAGE STRENGTH, F'M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL
BE A MINIMUM OF 1900 PSI.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH LIGHTWEIGHT AGGREGATE, PLACE IN RUNNING
BONDS.
3. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "M" (2500 PSI). GROUT FOR FILLED CELL SHALL CONFORM TO ASTM 0476 AND SHALL NOT O L
CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI, SLUMP 9 IN. f
4. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 / A615M, GRADE 60 AND SHALL HAVE FABRICATION Q
TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP - FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. W
5. PROVIDE 9 GAGE HORIZONTAL REINFORCEMENT AT 16" SPACING LADDER TYPE FOR NON -LOAD BEARING WALL, TRUSS TYPE FOR LOAD W
BEARING WALL. M
6, ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT OR MORTAR UNLESS EFFECTIVELY F-
COATED OR COVERED TO PREVENT ALUMINUM - CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND W M W
STEEL. Q W co
7, PROVIDE VERTICAL REBARS ACCORDING TO PLAN OR WALL SCHEDULE. SEE "TYPICAL WALL END AND CORNER DETAILS" FOR SPECIAL ~ 0 0
�
REINFORCING DETAIL. Z
J o 0
8, VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE. UNLESS OTHERWISE NOTED, CENTER WALL o
REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS. 1 6
-
W Q W S � �s
TT Fa
9. PROVIDE DOWEL REINFORCEMENT IN FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT, .1. a
Z
® ` a¢
0: CL
10. BRACE TOP OF INTERIOR, NON -LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE U M Q W y
AGAINST OUT -OF -PLANE MOVEMENT IN ACCORDANCE WITH THE "TYPICAL NON - BEARING CMU WALL BRACING DETAIL k o
O �� z
11. PROVIDE CONCRETE LINTEL AND WINDOW SILL ACCORDING TO SCHEDULES IN TYPICAL OPENING DETAIL. 4 = la
12. BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED PRIOR TO THE STRUCTURE ABOVE HAS BEEN POURED.
z
o
13. NON - BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED AFTER THE STRUCTURE ABOVE HAS BEEN POURED.
W
14. PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED WALLS). Ll m
15.
Q
WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. �y �
K
SAFETY OSHA AND LABOR LAWS _8
f °
1. THE ARCHITECT OF RECORD DOES NOT POSSES NOR PRESUMES TO POSSES ANY KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB L M 9'1
SITE EMPLOYEE SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLINCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS CONSULTANTS TO ADDRESS THESE ~ N
MATTERS. THE ARCHITECT OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY. THE BOARD OF PROFESSIONAL REGULATION W W cci K
FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE. c� Q PL
UJ
SHORING, RESHORING AND TEMPORARY BRACING
CJ U]
THE GENERAL CONTRACTOR (GC) IS RESPONSIBLE FOR HIRING A FLORIDA PROFESSIONAL ENGINEER SPECIALIZED IN THE FIELD OF FORM r 00 O
1. WORK AND SHORING DESIGN. # Wo
LL -3 J �
2 SHORING AND RESHORING DESIGN MUST INCLUDE CONSIDERAION OF THE RATE AND METHOD OF PLACING CONCRETE. ❑ ci a
o�so
GC SHALL SUBMIT SIGNED AND SEALED SHORING AND RESHORING DESIGN DRAWINGS FOR REVIEW AND APPROVAL. SHORING INSTALLATION ! Z � Q
3• MUST BE INSPECTED BY THE SHORING DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRETE. ' Lb
EL Ill €
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O
�1111111t�� °'�
NN
� R
�N G� v
,,yam EW
• r
0.
�
r k �� a o=
.0 Q O, Z 2 a.
3
r 4zl o
s • tu z °
/1111111 _ W
U
p r^^ 5 ¢
I li
�.1.� �--► 0 8
t z
COLUMN SCHEDULE
MARK
SIZE
COLUMN
EXP
EXPOSED
CONNECTION
FFE
FINISHED FLOOR ELEVATION
CONCRETE
FOB
FACE OF BRICK
CONTINUOUS
FTG
FOOTING
DOWN
GA
GAGE
EACH
HORIZ
HORIZONTAL
EACH FACE
HS
HIGH STRENGTH
EXPANSION JOINT
JBE
JOIST BEARING ELEVATION
ELEVATION
LG
LONG
EDGE OF SLAB
LF
LINEAR FEET
EQUAL
LLH
LONG LEG HORIZONTAL
■•
i
N T E
Q DATE REVISION
MASONRY WALLS:
1. DESIGN MASONRY ASSEMBLAGE STRENGTH, F'M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL
BE A MINIMUM OF 1900 PSI.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH LIGHTWEIGHT AGGREGATE, PLACE IN RUNNING
BONDS.
3. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "M" (2500 PSI). GROUT FOR FILLED CELL SHALL CONFORM TO ASTM 0476 AND SHALL NOT O L
CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI, SLUMP 9 IN. f
4. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 / A615M, GRADE 60 AND SHALL HAVE FABRICATION Q
TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP - FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. W
5. PROVIDE 9 GAGE HORIZONTAL REINFORCEMENT AT 16" SPACING LADDER TYPE FOR NON -LOAD BEARING WALL, TRUSS TYPE FOR LOAD W
BEARING WALL. M
6, ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT OR MORTAR UNLESS EFFECTIVELY F-
COATED OR COVERED TO PREVENT ALUMINUM - CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN ALUMINUM AND W M W
STEEL. Q W co
7, PROVIDE VERTICAL REBARS ACCORDING TO PLAN OR WALL SCHEDULE. SEE "TYPICAL WALL END AND CORNER DETAILS" FOR SPECIAL ~ 0 0
�
REINFORCING DETAIL. Z
J o 0
8, VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE. UNLESS OTHERWISE NOTED, CENTER WALL o
REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS. 1 6
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9. PROVIDE DOWEL REINFORCEMENT IN FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT, .1. a
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10. BRACE TOP OF INTERIOR, NON -LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE U M Q W y
AGAINST OUT -OF -PLANE MOVEMENT IN ACCORDANCE WITH THE "TYPICAL NON - BEARING CMU WALL BRACING DETAIL k o
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11. PROVIDE CONCRETE LINTEL AND WINDOW SILL ACCORDING TO SCHEDULES IN TYPICAL OPENING DETAIL. 4 = la
12. BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED PRIOR TO THE STRUCTURE ABOVE HAS BEEN POURED.
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13. NON - BEARING MASONRY SHOWN IN PLAN SHALL BE ERECTED AFTER THE STRUCTURE ABOVE HAS BEEN POURED.
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14. PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED WALLS). Ll m
15.
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WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. �y �
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SAFETY OSHA AND LABOR LAWS _8
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1. THE ARCHITECT OF RECORD DOES NOT POSSES NOR PRESUMES TO POSSES ANY KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB L M 9'1
SITE EMPLOYEE SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLINCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS CONSULTANTS TO ADDRESS THESE ~ N
MATTERS. THE ARCHITECT OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY. THE BOARD OF PROFESSIONAL REGULATION W W cci K
FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE. c� Q PL
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SHORING, RESHORING AND TEMPORARY BRACING
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THE GENERAL CONTRACTOR (GC) IS RESPONSIBLE FOR HIRING A FLORIDA PROFESSIONAL ENGINEER SPECIALIZED IN THE FIELD OF FORM r 00 O
1. WORK AND SHORING DESIGN. # Wo
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2 SHORING AND RESHORING DESIGN MUST INCLUDE CONSIDERAION OF THE RATE AND METHOD OF PLACING CONCRETE. ❑ ci a
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GC SHALL SUBMIT SIGNED AND SEALED SHORING AND RESHORING DESIGN DRAWINGS FOR REVIEW AND APPROVAL. SHORING INSTALLATION ! Z � Q
3• MUST BE INSPECTED BY THE SHORING DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRETE. ' Lb
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LONG LEG VERTICAL
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MANUFACTURER
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NUMBER
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PREMOLDED JOINT FILLER
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PSF
POUNDS PER SQUARE FOOT
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REINFORCEMENT
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SIMILAR
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SLAB CONTROL JOINT
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SURFACE SPALL
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TOP OF STEEL
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THICKENED SLAB
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