09-95-010it
u-
r
&"x8" CONC
W/2 -*5 CON
*5 -0 48 "O.0
f
CONC. FTG.
SEE FND. F
3
S -2
_u nf-,7zn"
NOTE:
PROVIDE GA. #9 DUR -O -WALL
® EVERY OTHER COURSE
(TYP. UNLESS OTHERWISE NOTED)
TYPICAL WALL DETAIL (ZONE 4)
all
SECTION
�t
"
O
SC: 1/2" = V -0"
+161 -011
�" *51211X21 -/ II
DRILL 4 GROUT
INTO EXIST'G. FTG.
EXIST'G. 2 -*5 CONT.
FOOTING NEW WF= -1ro
SECTION A
SC: 3/4" = 1' -0" �-2
TYPICAL WALL INTERSECTION DETAIL
SCHEDULE TOP BARS
SCHEDULE DEPTH--\ %SCHEDULE BOTT. BARS
/ SCHEDULE STIRRUPS—
ADD 2 -05
ADD *3 BARS LI NOTE. AS SHOWN
32 "O.C. WHEN IF DEPTH "R„ EA. SIDE
"R" EXCEEDS 15' EXCEEDS IS" Q
ADD 2 -*5 HORIZ
TYPICAL DETAIL FOR BEAM
IC. NOTE:
OVERLAP DUR -O -WALL
FROM TWO WALLS
ZADE
HEATH ING
4. TRUSS
LS * & "O.C.
UIK II BOLT
"P.)
7XY
IN.
ORY
#6 BARS IN CONC.
FILLED CELLS
WITH ARCHED SOFFIT
N.T.S_
END BLOCK r 1 #7
�_
In I I an I I I miI I �11111u
C
0
2411
TYPICAL CORNER DETAIL
C4) -1/2 "b
1/2" TOP & BOTT. PLATE
CV
+fro' -0"
T /PARAPET
•r•
#5,0 48 "O.C.
+12' -0"
T /BEAM
RB - 5 -- —+.-
8 "x8" CONC. SILL
W/ 2 -*5 CONT.
4" CONC. SLAB
ON GRADE
SEE PLAN
EXPANSION JOINT
MATERIAL (TYP.)
0' -0"
T /SLAB
Amm_
1
11 1 ILA Vy/ LJ\Ju I JI LVIVV.
NOTE:
WHERE CONC. BEAMS ARE SUPPORTED
BY END OF WALL EITHER IN -LINE OR
PERPENDICULAR PROVIDE REINF.
e
TYPICAL JAMB DETAIL
(UP TO 811 WIDE OPENING)
STRETCHER BLOCK
811x8" GONG. GAP
W/ 2 -*5 CONT.
Nu -Vue NVJH28
W /C10) I&d TO HEADER
t6) lOd Al /z" TO WD. JOIST
5/8" EXT. GRADE
PLYWOOD SHEATHING
NAIL TO EA. TRUSS
WITH Sd NAILS Q ro"O.C.
R5_1
3/4 "+ HILTI KWIK 11 BOLT
2x8 24 "O.C. 12 "O_C. (TYP.)
DRILL 4 EPDXY
(2)2x5 GROUT ro" MIN.
y �
COL. 8
m
3'I
x
EX15T'G. 1 STORY
STRUCTURE
•• V V U V i • f UU U•ii •• •
i • • V• Y• V • V
••• V • • • • • V V
G r • • V • Y•i••
r Y u • r Y • w
ffwV YV• U i w •UUi V v•
• Y Y ` ' U• • • V w STRUCTURAL NOTES: V " � Y i
•w
1. GOVERNING CODES & STANDARDS: • "" V •
V'
DESIGN IN COMPLIANCE WITH THE FOLLOWING CODES:
A) FLORIDA BUILDING CODE, 2004 EDITION WITH 2006 do 2007 REVISIONS. :0000 • • u • • • • • w W •
V • i • •
B) ASCE 7 -02, V 146 M.P.H., CATEGORY II, EXPOSURE C, IMPORTANCE FACTOR 1.00 "` "• '
i • • • • U
C) ACI 318 -02 - CONCRETE ' • y
D) ACI 530 --92 - MASONRY
WE CERTIFY THAT OUR FIRM PERFORMED A RATIONAL ANALYSIS AND THAT THE STRUCTURAL
DESIGN OF THIS PROJECT COMPLIES WITH FBC 2004 REQUIREMENTS.
2. SOIL STATEMENT:
VISUAL INSPECTION OF THE SITE INDICATES EXISTING SAND AND ROCK WITH AN
ASSUMED SAFE BEARING PRESSURE OF 2000 P.S.F. AT THE TIME OF FOOTING
EXCAVATION, WE WILL ISSUE A LETTER TO THE BUILDING DEPARTMENT
CONFIRMING THAT OBSERVED CONDITIONS MATCH OUR ASSUMED ONES.
3. CONCRETE:
A) COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS:
FOUNDATION . ......... ....... 3,000 P.S.I.
ALL CONCRETE (OTHER THAN FOUND.) ...... 4,000 P.S.I.
B) MAXIMUM SLUMP (U.Q.N.): ...... ..... 4 " +1 ".
C) TESTS: A MINIMUM OF FIVE CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YDS. OR PORTION THEREOF. SPECIMENS
SHALL BE TESTED ACCORDING TO ASTM C -39, ONE AT THREE DAYS, ONE AT 7 DAYS AND THREE AT 28 DAYS. NOTE: IF ONE OR MORE OF THE
FIRST TWO CYLINDERS BROKEN AT 28 DAYS FAILS TO MEET SPECIFIED STRENGTH, HOLD THE THIRD ONE AND NOTIFY OUR OFFICE.
D) COVER: CONCRETE DEPOSITED AGAINST THE GROUND ..... 3"
FORMED CONCRETE IN CONTACT WITH THE GROUND ..... 2"
GROUND FLOOR SLAB OVER TWO LAYERS OF VISQUEEN ..... 1 -1/2"
BEAMS AND COLUMNS 1 -1/2"
SLABS AND WALLS .. ................... 3/4"
ALL CONCRETE SLABS EXPOSED TO THE ELEMENTS MUST EITHER BE SEALED AFTER POURING OR INTEGRALLY WATERPROOFED IN THE
MIX IN ORDER TO PREVENT WATER OR MOISTURE INTRUSION. COLUMNS AND WALL BELOW GRADE MUST BE PROTECTED CONTINUOUSLY WITH A
WATERPROOFING MEMBRANE. CRACKS IN CONCRETE ARE TO BE ANTICIPATED. G.C. SHALL BE RESPONSIBLE FOR SEALING AND FILLING ALL CRACKS.
G.C. SHALL SUBMIT TO ENGINEER, IN WRITING, LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRS OF SAID
CRACKS PRIOR TO REPAIRS.
4. REINFORCING STEEL:
A) REINFORCING BARS MUST CONFORM WITH ASTM A -615, GRADE 60.
B) WELDED WIRE FABRIC MUST CONFORM WITH ASTM A -185 AND
SUPPORTED ON SLAB BOLSTERS SPACED AT S -0" MAXIMUM ON CENTER.
C) FABRICATION AND DETAILING ACCORDING TO ACI -315.
D) ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC- DIPPED AFTER FABRICATION.
E) G.C. TO ADD ONE TON OF REINFORCING TO BE CUT AND BENT IF WHEN INSTRUCTED BY OUR INPECTOR
IN THE COURSE IF FILS INSPECTIONS. ANT PORTION LEFT UNUSED AT JOB'S COMPLETION WILL BE
CREDITED TO THE OWNER.
5. STRUCTURAL STEEL:
A) CONFORMING TO ASTM A -36. STEEL TUBE COLUMNS CONFORMING TO ASTM A -500, GRADE B.
B) BOLTS CONFORMING TO "SPECIFICATION FOR STRUCTURAL JOINTS
USING ASTM A--325 AND ASTM A -490 BOLTS ".
C) ALL EXPOSED STEEL MEMBERS (INCLUDING INSERTS AND CONNECTORS) TO BE HOT- DIPPED GALVANIZED. ALL OTHERS TO HAVE A
MINIMUM 1.5 MIL OF RUST - INHIBITING PAINT. TOUCH -UP AS REQUIRED AFTER ERECTION.
D) FABRICATION AND ERECTION ACCORDING TO THE LATEST RISC
SPECIFICATIONS.
E) ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS IN COMPLIANCE WITH AWS D- 1.1 -77
ELECTRODES TO COMPLY WITH ASTM A -233 OR A -316, STORED AS PER AWS REQUIREMENTS
6. WOOD:
WOOD MEMBERS TO BE (AT A MINIMUM) SOUTHERN PINE N0.2 WITH F'B OF 1200 P.S.I. WOOD TRUSSES MUST BE DESIGNED IN
ACCORDANCE WITH SOUTH FLORIDA BUILDING CODE PROVISIONS. SUBMIT SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL OF A FLORIDA
STRUCTURAL ENGINEER. DRAWINGS SHALL IDENTIFY AND LOCATE ALL COMPONENTS AND SHALL SPECIFY MEMBER SIZES, GRADES, BRACING (BOTH
PERMANENT AND FOR ERECTION PURPOSES), ANCHORAGE, CONNECTIONS AND ALL OTHER NECESSARY FABRICATION AND ERECTION INFORMATION,
TO COMPLOY WITH ASCE 7 -02 REQUIREMENTS, WIND PRESSURE FOR TRUSSES MUST BE CALCULATED FOR COMPONETS AND CLADDING AND NOT
FOR MWFRS. CALCULATIONS MUST CLEARLY SHOW THIS CRITERIA. IN ADDITION TO SPECIFYING BOTH LIVE AND DEAD LOAD DESIGN LOADS FOR
TRUSSES, SPECIFY ADDITIONAL 200 LB. LOAD IN BOTTOM CHORD PANEL POINTS, TO COMPLY WITH FBS 1615.2.1. ALL TRUSS TO TRUSS
CONNECTIONS TO BE SUPPLIED BY TRUSS MANUFACTURER. WOOD MEMBERS BEARING ON CONCRETE BEAMS SHALL HAVE AN APPROVED SEPARATING
MATERIAL BETWEEN THE WOOD MWMBERS AND THE CONCRETE, SPECIALTY ENGINEER NOTE: OVERTRESSING OF WOOD FOR WIND DESIGN IS
ALLOWED BUT DO NOT OVERSTRESS TRUSS METAL PLATES, WHICH IS NOT ALLOWED BY ASCE 7 -02
7. MASONRY WALLS:
A) MASONRY SHOWN THUS ) IS BEARING AND MUST BE ERECTED PRIOR TO THE STRUCTURE ABOVE BEING ERECTED.
B) MASONRY SHOWN THUS = IS NON- BEARING AND MUST BE ERECTED AFTER THE STRUCTURE ABOVE BEEN ERECTED NAD ANTICIPATRD DEFLECTION
HAS OCCURRED.
C) MORTAR MUST CONFORM WITH ASTM C -270, TYPE M (2,500 P.S.I.), F'm OF BLOCK UNITS = 2,500 P.S.I.
D) PROVIDE STANDARD DUROWALL REINFORCING EVERY OTHER COURSE AND LAP AROUND CORNERS AND WALL INTERSECTIONS WITH PREFABRICATED
"L" AND "T" CORNERS SECTIONS.
E) LAP ALL VERTICAL BARS 48 BAS DIAMETERS. FILL SPECIFIED CELLS WITH 3,000 P.S.I. CONCRETE PUMP MIX CONSOLIDATED MAXIMUM HEIGHTS OF
OF FOUR FEET (ALTHOUGH WALL MAY BE ERECTED HIGHER AT THAT POINT). PROVIDE CLEAN -OUT HOLES AT BOTTOM OF EACH REINFORCED CELL
AT EVERY LIFT AT EVERY FLOOR.
F) REINFORCED MASONRY CONSTRUCTION ANSD TESTING TO COMPLY WITH NCMA REINFORCED MASONRY CONSTRUCTION RECOMMENDATIONS AND THE
SOUTH FLORIDA BUILDINF CODE.
G) GROUT IN REINFORCED CELLS MUSTACHIEVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 P.S.I. AT 28 DAYS
H) BRACE ALL WALLS DURING CONSTRUCTION PRIOR TO STRUCTURE ABOVE THEM BEING ERECTED.
J) CRACKS IN MASONRY WALLS ARE TO BE ANTICIPATED. G.C. SHALL BE RESPONSIBLE FOR FILLING AND SEALING ALL CRACKS. G.C.
MUST SUBMIT TO ENGINEER, IN WRITING, LOCATION, DESCRIPTION AND SIZE OF ALL CRACKS AND PROPOSED METHODS FOR REPARING DAIS CRACKS.
8. SOIL! COMPACTION:
GRANULAR FILL AND BACKFILL UNDER CONCRETE SLABS ON GRADE (MAXIMUM OF 12" THICK LAYERS) MUST
B( COMPACTED A MINIMUM OF 95% OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE
AS DETERMINED BY THE MODIFIED PROCTOR TEST (ASTM D -1557, METHOD D)
9. SLABS ON GRADE:
TOI BE PLACED ON CLEAN, NON- ORGANIC GRANULAR FILL ON 8 -MIL VISQUEEN VAPOR BARRIER AND IN A "CHECKERBOARD"
SEQUENCE, EACH SEGMENT OF WHICH IS NOT TO EXCEED A MAXIMUM AREA OF 625 SQ. FT., OR 30 LINEAR FEET IN ANY DIRECTION AND AT ALL
COLUMN LINES. REMOLDED METAL KEYED JOINTS (FULL SLAB THICKNESS) MAY ALSO BE USED. CUT WIRE FABRIC AT ALL JOINTS.
10. APPROVALS:
A) SUBMIT SHOP DRAWINGS FOR ITEMS 4, 5 AND 6 ABOVE. SUBMIT ONE PRINT AND ONE SEPIA OF EACH. CONTRACTOR WILL ISSUE
PRINTS AS REQUIRED. ALL SHOP DRAWINGS, PRIOR TO BEING SUBMITTED TO OUR OFFICE, MUST BE STAMPED BY BOTH THE ARCHITECT AND THE
G.C. AS EVIDENCE OF THEIR PREVIOUS REVIEW. UNAUTHORIZED DUPLICATION OF OUR PLANS TO BE PRESENTED AS PART OF THE SUBMITTAL, IS
STRICTLY FORBIDDEN.
B) SUBMIT LABORATORY REPORTS FOR ITEMS 3 AND 8.
11. COORDINATION:
COORDINATE ALL DIMENSIONS, ELEVATIONS, OPENINGS AND DETAILS WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS.
REPORT ANY CONFLICTS OR DISCREPANCIES TO OUR OFFICE. IN CASE OF CONFLICTS OR DISCREPANCIES, CONTRACTOR MUST ASSUME COSTLIER
SOLUTION DURING BIDDING UNLESS CLARIFICATION IS OBTAINED IN WRITING FROM THE ARCHITECT.
12. OWNER, ARCHITECT AND CONTRACTOR NOTE:
CHECKING OF SHOP DRAWINGS AND FIELD OBSERVATIONS OF THE INSTALLATION OF THE REINFORCING (AND OTHER STRUCTURAL
ELEMENTS) IN THE FIELD ARE REQUIRED IF THIS OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE BUILDING.
13. SHORING, RE- SHORING AND SAFETY PRACTICES:
ALL SHORING AND RE-- SHORING IS TO BE DESIGNED AND SPECIFIED BY A FLORIDA REGISTERED ENGINEER WHO SPECIALIZES IN
FORMWORK DESIGN AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR. SHORING ENGINEER SHALL SUPERVISE ALL SHORING AND
RE- SHORING INSTALLATIONS AND SHALL CERTIFY TO OUR OFFICE THEIR ADEQUACY
Pr.
��r
PRIOR TO ANY POUR. OUR OFFICE DOES NOT POSSES, NOR PRESUMES TO POSSES, ANY KNOWLEDGE OR EXPERTISE IN MATTERS RELATING TO JOB
SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA AND LABOR LAWSlS "THE h%A
ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRESS THEM.
14. ROOF SHEATHING:
A) SIZE: 5/8" EXTERIOR GRADE PLYWOOD _
B) ATTACHMENT: 10d RING SHANK NAILS 0 4 "O.C. AT EDGE SUPPORTS'
AND 6 "O.C. AT INTERIOR SUPPORTS.
i
S k A ENGINEERS INC.
C.A. 003112
SECTION
2
SECTION
S -2
SG: 3/4" = V -0"
S -2
SG: 3/4" = V -0"
EX15T'G. 1 STORY
STRUCTURE
•• V V U V i • f UU U•ii •• •
i • • V• Y• V • V
••• V • • • • • V V
G r • • V • Y•i••
r Y u • r Y • w
ffwV YV• U i w •UUi V v•
• Y Y ` ' U• • • V w STRUCTURAL NOTES: V " � Y i
•w
1. GOVERNING CODES & STANDARDS: • "" V •
V'
DESIGN IN COMPLIANCE WITH THE FOLLOWING CODES:
A) FLORIDA BUILDING CODE, 2004 EDITION WITH 2006 do 2007 REVISIONS. :0000 • • u • • • • • w W •
V • i • •
B) ASCE 7 -02, V 146 M.P.H., CATEGORY II, EXPOSURE C, IMPORTANCE FACTOR 1.00 "` "• '
i • • • • U
C) ACI 318 -02 - CONCRETE ' • y
D) ACI 530 --92 - MASONRY
WE CERTIFY THAT OUR FIRM PERFORMED A RATIONAL ANALYSIS AND THAT THE STRUCTURAL
DESIGN OF THIS PROJECT COMPLIES WITH FBC 2004 REQUIREMENTS.
2. SOIL STATEMENT:
VISUAL INSPECTION OF THE SITE INDICATES EXISTING SAND AND ROCK WITH AN
ASSUMED SAFE BEARING PRESSURE OF 2000 P.S.F. AT THE TIME OF FOOTING
EXCAVATION, WE WILL ISSUE A LETTER TO THE BUILDING DEPARTMENT
CONFIRMING THAT OBSERVED CONDITIONS MATCH OUR ASSUMED ONES.
3. CONCRETE:
A) COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS:
FOUNDATION . ......... ....... 3,000 P.S.I.
ALL CONCRETE (OTHER THAN FOUND.) ...... 4,000 P.S.I.
B) MAXIMUM SLUMP (U.Q.N.): ...... ..... 4 " +1 ".
C) TESTS: A MINIMUM OF FIVE CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YDS. OR PORTION THEREOF. SPECIMENS
SHALL BE TESTED ACCORDING TO ASTM C -39, ONE AT THREE DAYS, ONE AT 7 DAYS AND THREE AT 28 DAYS. NOTE: IF ONE OR MORE OF THE
FIRST TWO CYLINDERS BROKEN AT 28 DAYS FAILS TO MEET SPECIFIED STRENGTH, HOLD THE THIRD ONE AND NOTIFY OUR OFFICE.
D) COVER: CONCRETE DEPOSITED AGAINST THE GROUND ..... 3"
FORMED CONCRETE IN CONTACT WITH THE GROUND ..... 2"
GROUND FLOOR SLAB OVER TWO LAYERS OF VISQUEEN ..... 1 -1/2"
BEAMS AND COLUMNS 1 -1/2"
SLABS AND WALLS .. ................... 3/4"
ALL CONCRETE SLABS EXPOSED TO THE ELEMENTS MUST EITHER BE SEALED AFTER POURING OR INTEGRALLY WATERPROOFED IN THE
MIX IN ORDER TO PREVENT WATER OR MOISTURE INTRUSION. COLUMNS AND WALL BELOW GRADE MUST BE PROTECTED CONTINUOUSLY WITH A
WATERPROOFING MEMBRANE. CRACKS IN CONCRETE ARE TO BE ANTICIPATED. G.C. SHALL BE RESPONSIBLE FOR SEALING AND FILLING ALL CRACKS.
G.C. SHALL SUBMIT TO ENGINEER, IN WRITING, LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRS OF SAID
CRACKS PRIOR TO REPAIRS.
4. REINFORCING STEEL:
A) REINFORCING BARS MUST CONFORM WITH ASTM A -615, GRADE 60.
B) WELDED WIRE FABRIC MUST CONFORM WITH ASTM A -185 AND
SUPPORTED ON SLAB BOLSTERS SPACED AT S -0" MAXIMUM ON CENTER.
C) FABRICATION AND DETAILING ACCORDING TO ACI -315.
D) ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC- DIPPED AFTER FABRICATION.
E) G.C. TO ADD ONE TON OF REINFORCING TO BE CUT AND BENT IF WHEN INSTRUCTED BY OUR INPECTOR
IN THE COURSE IF FILS INSPECTIONS. ANT PORTION LEFT UNUSED AT JOB'S COMPLETION WILL BE
CREDITED TO THE OWNER.
5. STRUCTURAL STEEL:
A) CONFORMING TO ASTM A -36. STEEL TUBE COLUMNS CONFORMING TO ASTM A -500, GRADE B.
B) BOLTS CONFORMING TO "SPECIFICATION FOR STRUCTURAL JOINTS
USING ASTM A--325 AND ASTM A -490 BOLTS ".
C) ALL EXPOSED STEEL MEMBERS (INCLUDING INSERTS AND CONNECTORS) TO BE HOT- DIPPED GALVANIZED. ALL OTHERS TO HAVE A
MINIMUM 1.5 MIL OF RUST - INHIBITING PAINT. TOUCH -UP AS REQUIRED AFTER ERECTION.
D) FABRICATION AND ERECTION ACCORDING TO THE LATEST RISC
SPECIFICATIONS.
E) ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS IN COMPLIANCE WITH AWS D- 1.1 -77
ELECTRODES TO COMPLY WITH ASTM A -233 OR A -316, STORED AS PER AWS REQUIREMENTS
6. WOOD:
WOOD MEMBERS TO BE (AT A MINIMUM) SOUTHERN PINE N0.2 WITH F'B OF 1200 P.S.I. WOOD TRUSSES MUST BE DESIGNED IN
ACCORDANCE WITH SOUTH FLORIDA BUILDING CODE PROVISIONS. SUBMIT SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL OF A FLORIDA
STRUCTURAL ENGINEER. DRAWINGS SHALL IDENTIFY AND LOCATE ALL COMPONENTS AND SHALL SPECIFY MEMBER SIZES, GRADES, BRACING (BOTH
PERMANENT AND FOR ERECTION PURPOSES), ANCHORAGE, CONNECTIONS AND ALL OTHER NECESSARY FABRICATION AND ERECTION INFORMATION,
TO COMPLOY WITH ASCE 7 -02 REQUIREMENTS, WIND PRESSURE FOR TRUSSES MUST BE CALCULATED FOR COMPONETS AND CLADDING AND NOT
FOR MWFRS. CALCULATIONS MUST CLEARLY SHOW THIS CRITERIA. IN ADDITION TO SPECIFYING BOTH LIVE AND DEAD LOAD DESIGN LOADS FOR
TRUSSES, SPECIFY ADDITIONAL 200 LB. LOAD IN BOTTOM CHORD PANEL POINTS, TO COMPLY WITH FBS 1615.2.1. ALL TRUSS TO TRUSS
CONNECTIONS TO BE SUPPLIED BY TRUSS MANUFACTURER. WOOD MEMBERS BEARING ON CONCRETE BEAMS SHALL HAVE AN APPROVED SEPARATING
MATERIAL BETWEEN THE WOOD MWMBERS AND THE CONCRETE, SPECIALTY ENGINEER NOTE: OVERTRESSING OF WOOD FOR WIND DESIGN IS
ALLOWED BUT DO NOT OVERSTRESS TRUSS METAL PLATES, WHICH IS NOT ALLOWED BY ASCE 7 -02
7. MASONRY WALLS:
A) MASONRY SHOWN THUS ) IS BEARING AND MUST BE ERECTED PRIOR TO THE STRUCTURE ABOVE BEING ERECTED.
B) MASONRY SHOWN THUS = IS NON- BEARING AND MUST BE ERECTED AFTER THE STRUCTURE ABOVE BEEN ERECTED NAD ANTICIPATRD DEFLECTION
HAS OCCURRED.
C) MORTAR MUST CONFORM WITH ASTM C -270, TYPE M (2,500 P.S.I.), F'm OF BLOCK UNITS = 2,500 P.S.I.
D) PROVIDE STANDARD DUROWALL REINFORCING EVERY OTHER COURSE AND LAP AROUND CORNERS AND WALL INTERSECTIONS WITH PREFABRICATED
"L" AND "T" CORNERS SECTIONS.
E) LAP ALL VERTICAL BARS 48 BAS DIAMETERS. FILL SPECIFIED CELLS WITH 3,000 P.S.I. CONCRETE PUMP MIX CONSOLIDATED MAXIMUM HEIGHTS OF
OF FOUR FEET (ALTHOUGH WALL MAY BE ERECTED HIGHER AT THAT POINT). PROVIDE CLEAN -OUT HOLES AT BOTTOM OF EACH REINFORCED CELL
AT EVERY LIFT AT EVERY FLOOR.
F) REINFORCED MASONRY CONSTRUCTION ANSD TESTING TO COMPLY WITH NCMA REINFORCED MASONRY CONSTRUCTION RECOMMENDATIONS AND THE
SOUTH FLORIDA BUILDINF CODE.
G) GROUT IN REINFORCED CELLS MUSTACHIEVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 P.S.I. AT 28 DAYS
H) BRACE ALL WALLS DURING CONSTRUCTION PRIOR TO STRUCTURE ABOVE THEM BEING ERECTED.
J) CRACKS IN MASONRY WALLS ARE TO BE ANTICIPATED. G.C. SHALL BE RESPONSIBLE FOR FILLING AND SEALING ALL CRACKS. G.C.
MUST SUBMIT TO ENGINEER, IN WRITING, LOCATION, DESCRIPTION AND SIZE OF ALL CRACKS AND PROPOSED METHODS FOR REPARING DAIS CRACKS.
8. SOIL! COMPACTION:
GRANULAR FILL AND BACKFILL UNDER CONCRETE SLABS ON GRADE (MAXIMUM OF 12" THICK LAYERS) MUST
B( COMPACTED A MINIMUM OF 95% OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE
AS DETERMINED BY THE MODIFIED PROCTOR TEST (ASTM D -1557, METHOD D)
9. SLABS ON GRADE:
TOI BE PLACED ON CLEAN, NON- ORGANIC GRANULAR FILL ON 8 -MIL VISQUEEN VAPOR BARRIER AND IN A "CHECKERBOARD"
SEQUENCE, EACH SEGMENT OF WHICH IS NOT TO EXCEED A MAXIMUM AREA OF 625 SQ. FT., OR 30 LINEAR FEET IN ANY DIRECTION AND AT ALL
COLUMN LINES. REMOLDED METAL KEYED JOINTS (FULL SLAB THICKNESS) MAY ALSO BE USED. CUT WIRE FABRIC AT ALL JOINTS.
10. APPROVALS:
A) SUBMIT SHOP DRAWINGS FOR ITEMS 4, 5 AND 6 ABOVE. SUBMIT ONE PRINT AND ONE SEPIA OF EACH. CONTRACTOR WILL ISSUE
PRINTS AS REQUIRED. ALL SHOP DRAWINGS, PRIOR TO BEING SUBMITTED TO OUR OFFICE, MUST BE STAMPED BY BOTH THE ARCHITECT AND THE
G.C. AS EVIDENCE OF THEIR PREVIOUS REVIEW. UNAUTHORIZED DUPLICATION OF OUR PLANS TO BE PRESENTED AS PART OF THE SUBMITTAL, IS
STRICTLY FORBIDDEN.
B) SUBMIT LABORATORY REPORTS FOR ITEMS 3 AND 8.
11. COORDINATION:
COORDINATE ALL DIMENSIONS, ELEVATIONS, OPENINGS AND DETAILS WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS.
REPORT ANY CONFLICTS OR DISCREPANCIES TO OUR OFFICE. IN CASE OF CONFLICTS OR DISCREPANCIES, CONTRACTOR MUST ASSUME COSTLIER
SOLUTION DURING BIDDING UNLESS CLARIFICATION IS OBTAINED IN WRITING FROM THE ARCHITECT.
12. OWNER, ARCHITECT AND CONTRACTOR NOTE:
CHECKING OF SHOP DRAWINGS AND FIELD OBSERVATIONS OF THE INSTALLATION OF THE REINFORCING (AND OTHER STRUCTURAL
ELEMENTS) IN THE FIELD ARE REQUIRED IF THIS OFFICE IS TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE BUILDING.
13. SHORING, RE- SHORING AND SAFETY PRACTICES:
ALL SHORING AND RE-- SHORING IS TO BE DESIGNED AND SPECIFIED BY A FLORIDA REGISTERED ENGINEER WHO SPECIALIZES IN
FORMWORK DESIGN AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR. SHORING ENGINEER SHALL SUPERVISE ALL SHORING AND
RE- SHORING INSTALLATIONS AND SHALL CERTIFY TO OUR OFFICE THEIR ADEQUACY
Pr.
��r
PRIOR TO ANY POUR. OUR OFFICE DOES NOT POSSES, NOR PRESUMES TO POSSES, ANY KNOWLEDGE OR EXPERTISE IN MATTERS RELATING TO JOB
SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA AND LABOR LAWSlS "THE h%A
ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRESS THEM.
14. ROOF SHEATHING:
A) SIZE: 5/8" EXTERIOR GRADE PLYWOOD _
B) ATTACHMENT: 10d RING SHANK NAILS 0 4 "O.C. AT EDGE SUPPORTS'
AND 6 "O.C. AT INTERIOR SUPPORTS.
i
S k A ENGINEERS INC.
C.A. 003112
BY
J015 NO.
09 -101
n HARBOR DRIVE, 126
No.1 C 573
KEY BISCAYNE, FL 33149
(305) 322 -9775
Z v' :Eugenio M. 3Antiago, P E - 7'>
FL. MFG19TAATION
(CNIUSTRUCTURAL) }
Sv6AAOi 7S:
„ M�
REVISION
BY
DESIGN CONSULTANT GROUP
OF SOUTH FLORIDA
SILVIO
VAZQUEZ
299 ALHAMSRA CIRCLE
SUITE
405
CORAL GABLES
FL.
33134
TEL. 305 - 447 -9441
FAX. 305 - 447 -9335
LICENSE No.
AA0002500
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1 OF 2
M.J.CHIU- ARCHITECT
REG. No. 10, 154