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FOOTING
SOFFIT BEAMS:
SIZE
REINFORCEMENT
COLD FORMED METALS:
CONCRETE SHALL BE CLEAN, FREE OF LAITANCE AND INTENTIONALLY
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B) SUBMIT SIGNED AND SEALED CALCULATIONS BY FLORIDA P.E. AS WELL
AS SIGNED AND SEALED PLANS AND CONNECTION DETAILS. DESIGN FOR
WIND LOADS AS PER ANSI A58.1 (1982). INCLUDE PLACING DRAWINGS
7. STRUCTURAL STEEL:
FOR FRAMING MEMBERS SHOWING SIZE AND GAGE DESIGNATIONS, NUMBERS,
A)
CONFORMING TO ASTM A -36. STEEL TUBE COLUMNS CONFORMING
TYPE, LOCATION AND SPACING. INDICATED SUPPLEMENTAL STRAPPING, BRACING,
TO ASTM A -500, GRADE B.
• 1
B)
1 � 1 1
INSTALLATION.
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. 16.
PRICING QUANTITIES:
TOUCH -UP AS REQUIRED AFTER ERECTION.
D)
FABRICATION AND- ERECTION ACCORDING TO THE LATEST AISC
FOR PRICING PURPOSES, ASSUME (AS MINIMUN) THE FOLLOWING QUANTITIES
SPECIFICATIONS.
FOR UNSCHEDULED STRUCTURAL ELEMENTS:
E)
ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS IN
COMPLIANCE WITH AWS D- 1.1 -77. ELECTRODES TO COMPLY
1.) CONCRETE BEAMS:
WITH ASTM A -233 OR A -316 STORED AS PER AWS REQUIREMENTS.
STORED AS PER AWS REQUIREMENTS.
A. SOFFIT BEAMS : Mu = 450 FTK, Vu = 175K
"C
TOP STEEL: 4 #9 CONT. W/5 #10 BARS.
SHEAR FRICTION : 4 #10 BARS
8. MASONRY WALLS:
A)
MASONRY SHOWN IS NON- BEARING AND MUST BE ERECTED AFTER
B. "WET" BEAMS
THE STRUCTURE
TOP STEEL: 6 #10 BOTTOM
ABOVE BEEN ERECTED AND ANTICIPATED DEFLECTION HAS
OCCURRED.
"r' BARS: 2 #6 ® 1/3 PTS FOR BM'S OVER 30" DEEP.
B)
MORTAR MUST CONFORM WITH ASTM C -270, TYPE M
(2,500 P.S.I.). F'M OF BLOCK
2.) CONCRETE COLUMNS:
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1 1
PROVIDE STANDARD DUROWALL REINFORCING EVERY OTHER COURSE
VERTICAL REINFORCING: 2.5% OF GROSS AREA.
AND LAP AROUND CORNERS AND WALL INTERSECTIONS WITH
TIES: #3® LEAST COLUMN DIMENSION.
PREFABRICATED "L" AND "T" CORNER SECTIONS.
D)
LAP ALL VERTICAL BARS 48 BAR DIAMETERS. FILL SPECIFIED
3.) CONCRETE WALLS:
CELLS WITH 3,000 P.S.I. CONCRETE PUMP MIX CONSOLIDATED
1
: 1 1 1
••C' 1
•.0 1
ERECTED HIGHER AT THAT POINT). PROVIDE CLEAN -OUT
HORIZONTAL REINFORCING: $4 ®12" EACH FACE..
HOLES AT BOTTOM OF EACH REINFORCED CELLNTS AS REQUIRED.
ALL SHOP DRAWINGS, PRIOR TO BEING SUBMITTED TO OUR
THESE VALUE ARE NOT TO BE USED FOR CONSTRUCTION PURPOSES.
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 17.
• 1
-
' 1 1
A. STAIR BEAMS AND ELEVATOR BEAMS SHALL BE DESIGNATED
"STB" AND "ELB" RESPECTIVELY, (SEE SECTION).
9. SOIL
COMPACTION:
FILL AND BACKFILL UNDER CONCRETE SLABS ON GRADE MUST BE
B. "STY" AND "ELY" SHALL BE 8"X24 WITH 2 #8 BOTTOM
COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DENSITY AT
AND 2 #6 TOP & CLOSED TIES #3 ®10" O.C.
OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR
TEST (ASTM D -1557, METHOD D) LINTEL
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A. LINTEL BEAMS MAY BE PRECAST OR CAST -IN -PLACE CONCRETE.
8 -MIL VISQUEEN VAPOR BARRIER AND IN A "CHECKERBOARD"
M=10'4'x`10'4'x2'-6
SEQUENCE, EACH SEGMENT OF WHICH IS NOT TO EXCEED A
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MAXIMUM AREA OF 625 SQ. FT., OR 30 LINEAR FEET IN ANY
DIRECTION AND AT ALL COLUMN LINES. PREMOLDED METAL
C. FOR CAST -IN -PLACE CONCRETE LINTELS USE 8"X8" WITH 2 #5 BOTTOM.
/ • 0'-_6_'x2'- 1
KEYED JOINTS (FULL SLAB THICKNESS) MAY ALSO
BE USED. CUT WIRE FABRIC AT ALL JOINTS.
D. LINTELS CONNECTING INTO MASONRY WALL HAVE 8" MIN. BEARING.
11. APPROVALS:
A)
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ONE PRINT AND ONE SEPIA OF EACH. CONTRACTOR WILL ISSUE
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PRINTS AS REQUIRED. ALL SHOP DRAWINGS, PRIOR TO BEING
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THE ARCHITECT AND THE G.C. AS EVIDENCE OF THEIR PREVIOUS
REVIEW. UNAUTHORIZED DUPLICATION OF OUR PLANS TO BE
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PRESENTED AS PART OF THE SUBMITTAL, IS STRICTLY
ROUGHENED
FORBIDDEN.
2 #5 TOP & BOT.
SURFACE
B)
SUBMIT LABORATORY REPORTS FOR ITEMS 4 AND 7.
DOWELS.
12. COORDINATION:
COORDINATE ALL DIMENSIONS, ELEVATIONS, OPENINGS AND
1 1 1
DETAILS WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL
WALL OR COL.
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OFFICE. IN CASE OF CONFLICTS OR DISCREPANCIES,
CONTRACTOR MUST ASSUME COSTLIER SOLUTION DURING BIDDING
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LINTEL DETAIL
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ARCHITECT.
13. SHORING, RE- SHORING AND SAFETY PRACTICES:
N.T.S.
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SPECIFIED BY A FLORIDA REGISTERED ENGINEER WHO
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SUPERVISE ALL SHORING AND RE- SHORING INSTALLATIONS AND
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SHALL CERTIFY TO OUR OFFICE THEIR ADEQUACY PRIOR
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#3 TIES ® 8" O.C. SPACE ® 15' O.C. OR LESS FOR ALL NON BEARING
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OF MAX. 240 SQ. FT.
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BEAM. PROVIDE BY SOFFIT BEAM MANUFACTURER.
ALSO, PROVIDE TIE COLUMNS AT ALL CORNERS: AT THE END OF FRJANDNG
WALLS EXCEEDING 2' -0" IN LENGTH WHEN OPENING 8' -0" IN WIDTH
COLUMNS SHALL BE PROVIDED AT SUCH OPENINGS.
WHEN OPENINGS ARE BETWEEN 3' -0" AND 8' -0" IN WIDTH SUCH O
SHALL HAVE ONE # 5 VERTICAL REBAR AT EACH SIDE. THE VERTICASHALL
BE PLACED IN GROUT FILLED CELLS AND SHALL EXTEND INTO
AND INTO TIE BEAMS. ALL SUCH BARS SHALL BE CONTINUOUS FROM
TO TIE BEAMS.
ALL SPLICES WHERE NEEDED SHALL BE 30" MINIMUM.
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* ADD 2 #5 INTERMEDIATE BARS EA. FACE
** PROVIDE #3 TIES @ 12" O.C.
2 3 4 5 6
7 I 8 I 9 I 10
1. GENERAL NOTES
A. UNLESS SHOWN OR NOTED OTHERWISE ON THE DRAWINGS OR IN THE
SPECIFICATIONS. THE FOLLOWING NOTES SHALL APPLY TO
MATERIALS LISTED HERINAFTER FOR USE IN THIS PROJECT.
B. ALL ELEVATIONS ARE REFERENCED TO 0' -0" =11.00 N.G.V.D.
2. DESIGN CRITERIA
A. GENERAL DESIGN LIVE LOAD -
ROOF --------------------------- - - - - -- 30 PSF
OVERALL FLOOR LOAD ------------- - - - - -- 80 PSF
LOBBIES ------------------------ - - - - -- 100 PSF
CORRIDORS ---------------------- - - - - -- 100 PSF
MECHANICAL AND KITCHEN AREAS --- - - - - -- 150 PSF
STORAGE ------------------------ - - - - -- 125 PSF
B. SUPERIMPOSED DEAD LOAD
PARTITIONS --------------------- - - - - -- 20 PSF
MISC --------------------------- - - - - -- 10 PSF
REFER TO STRUCTURAL PLANS FOR ADDITIONAL CONCENTRATED DEAD
LOADS.
C. WIND LOAD
-IN ACCORDANCE WITH THE 1994 SOUTH FLORIDA BUILDING CODE AND
ANSI /ASCE 7 -93 STANDARD " MINIMUN DESIGN LOADS FOR
BUILDINGS AND STRUCTURES.
BASIC WIND SPEED V = 110 MPH
BUILDING LOCATION - -- HURRICANE OCEAN LINE
BUILDING CLASSIFICATION - - --
IMPORTANCE FACTOR I = 1.05
EXPOSURE CATEGORY - - - - - -- C
3. SOIL STATEMENT:
FOUNDATION INVESTIGATION AND RECOMMENDATIONS BY PSI INC.
(PROJECT NO. 397 - 55076 -02, DATED 11/14/95, INDICATE SANDY
LIMESTONE WITH A SAFE BEARING RESISTANCE OF 5 K.S.F. BOTTOM
OF ALL FOOTINGS MUST BEAR ON EXISTING LIMESTONE.
CONTRACTOR MUST FAMILIARIZE HIMSELF WITH THE REFERENCED
GEOTECHNICAL REPORT.
FOOTINGS FOR THIS PROJECT HAVE BEEN DESIGNED TO COMPLY WITH
SAID REPORT.
4. CONCRETE:
A. COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS:
COLUMN (UNLESS NOTHERWISE ON SCHEDULE)- 5,000 P.S.I.
BEAMS (U.N.0) -------------------- - - - - -- 4,000 P.S.I.
ELEVATED SLABS ------------------- - - - - -- 4,000 P.S.I.
SLABS ON GRADE ------------------- - - - - -- 3,000 P.S.I.
FOOTINGS ------------------------- - - - - -- 3,000 P.S.I
CONCRETE WALLS ------------------- - - - - -- 4,000 P.S.I.
ALL OTHER CONCRETE --------------- - - - - -- 3,000 P.S.I.
B) MAXIMUM SLUMP (U.O.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 ASTMC -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"
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.
5. 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 3' -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.
6. PRECAST PRESTRESSED CONCRETE:
A) ALL PRESTRESSED CONCRETE MEMBERS SHALL BE DESIGNED,
FABRICATED AND ERECTED AS PER THE SOUTH FLORIDA BUILDING CODE AND
ACI -318. SUBMIT STRUCTURAL SUBMISSIONS FOR OUR REVIEW AS AN INDICATION
THAT OUR INTENT HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAS
BEEN USED.
STRUCTURAL SUBMITTALS SHALL INCLUDE COMPONENT DETAILS,
CALCULATIONS, AND FABRICATION AND ERECTION DRAWINGS. ALL
SUBMITTALS SHALL IMPRESSED SEAL AND SIGNATURE OF THE
SPECIALTY ENGINEER WITH FLORIDA REGISTRATION.
PRESTRESSED CONCRETE SUPPLIER MUST BE RESPONSIBLE FOR
THE INSTALLATION OF THE PRESTRESSED CONCRETE MEMBERS AND
MUST ALSO HAVE MINIMUM OF FIVE YEARS OF LOCAL EXPERIENCE
IN THE FABRICATION AND INSTALLATION OF SAID MEMBERS.
B) PRESTRESSED JOISTS WITH COMPOSITE TOPPING SHALL BE
DESIGNED FOR A SUPERIMPOSED LOAD AS SHOWN IN PLANS.
SPACE JOISTS TO CLEAR ALL ITEMS SHOWN IN ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS AND THOSE SUPPLIED BY
OTHER SUBCONTRACTORS.
C) SOFFIT BEAM CALCULATIONS MUST BE SUBMITTED AND SEALED BY
A REGISTERED PROFESSIONAL ENGINEER FOR REVIEW FOR
COMPLIANCE WITH DESIGN LOADINGS.
D) PRESTRESSED DOUBLE TEE UNITS WITH COMPOSITE TOPPING SHALL BE
DESIGNED FOR A SUPERINPOSED LOAD AS SHOWN IN GENERAL NOTES AND
PLANS. COORDINATE OPENINGS AND ADDITIONAL LOADINGS WITH ARCH. AND
MECHANICAL DRAWINGS.
E) THE SPECIALTY ENGINEER RESPONSIBLE FOR THE STRUCTURAL DESIGN
OF THE PRECAST PRESTRESSED CONCRETE JOISTS AND SOFFIT BEAMS
ALSO BE RESPONSIBLE FOR THE FABLICATION OF THESE STRUCTURAL
ELEMENTS AND THE PREPARATION OF THE SHOP DRAWING,SHORING AND
ERECTION DRAWING.
THE SAME SPECIALTY ENGINEER SHALL SEE THAT THE ERECTION OF THE
JOISTS, THE SOFFIT BEAMS, THE DECKING AND FORMWORK IS INSTALLED
AND ERECTED AS REQUIRED TO MAKE THE SYSTEM WORK IN ACCORDANCE
WITH HIS DESIGN.
PRIOR TO THE CONCRETE BEING POURED ON THE SITE THE SPECIALTY
ENGINEER SHALL FURNISH THE GENERAL CONTRACTOR AND THE ENGINEER
OF RECORD WITH A SEALED LETTER ATTESTING TO THE FACT THAT HE HAS
INSPECTED THE SHORING AND FOUND IT TO MEET HIS REQUIREMENTS AS
SHOWN IN THE SHORING DRAWING.
7 I 8 19 I 10
11 I 12 I 13 I 14 I 15 I 16 I 17 I 18
GENERAL STRUCTURAL NOTES AS I
F)
SOFFIT BEAMS:
CONTACT AREAS BETWEEN PRESTRESSE AND POURED IN PLACE 15.
COLD FORMED METALS:
CONCRETE SHALL BE CLEAN, FREE OF LAITANCE AND INTENTIONALLY
A) REFER TO ARCHITECTURAL DRAWINGS FOR CONFIGURATIONS.
ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4 ".
B) SUBMIT SIGNED AND SEALED CALCULATIONS BY FLORIDA P.E. AS WELL
AS SIGNED AND SEALED PLANS AND CONNECTION DETAILS. DESIGN FOR
WIND LOADS AS PER ANSI A58.1 (1982). INCLUDE PLACING DRAWINGS
7. STRUCTURAL STEEL:
FOR FRAMING MEMBERS SHOWING SIZE AND GAGE DESIGNATIONS, NUMBERS,
A)
CONFORMING TO ASTM A -36. STEEL TUBE COLUMNS CONFORMING
TYPE, LOCATION AND SPACING. INDICATED SUPPLEMENTAL STRAPPING, BRACING,
TO ASTM A -500, GRADE B.
SPLICES, BRIDGING, ACCESSORIES, AND DETAILS REQUIRED FOR PROPER
B)
BOLTS CONFORMING TO "SPECIFICATION FOR STRUCTURAL JOINTS
INSTALLATION.
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. 16.
PRICING QUANTITIES:
TOUCH -UP AS REQUIRED AFTER ERECTION.
D)
FABRICATION AND- ERECTION ACCORDING TO THE LATEST AISC
FOR PRICING PURPOSES, ASSUME (AS MINIMUN) THE FOLLOWING QUANTITIES
SPECIFICATIONS.
FOR UNSCHEDULED STRUCTURAL ELEMENTS:
E)
ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS IN
COMPLIANCE WITH AWS D- 1.1 -77. ELECTRODES TO COMPLY
1.) CONCRETE BEAMS:
WITH ASTM A -233 OR A -316 STORED AS PER AWS REQUIREMENTS.
STORED AS PER AWS REQUIREMENTS.
A. SOFFIT BEAMS : Mu = 450 FTK, Vu = 175K
"C
TOP STEEL: 4 #9 CONT. W/5 #10 BARS.
SHEAR FRICTION : 4 #10 BARS
8. MASONRY WALLS:
A)
MASONRY SHOWN IS NON- BEARING AND MUST BE ERECTED AFTER
B. "WET" BEAMS
THE STRUCTURE
TOP STEEL: 6 #10 BOTTOM
ABOVE BEEN ERECTED AND ANTICIPATED DEFLECTION HAS
TIES: #3 ®6' TIES
OCCURRED.
"r' BARS: 2 #6 ® 1/3 PTS FOR BM'S OVER 30" DEEP.
B)
MORTAR MUST CONFORM WITH ASTM C -270, TYPE M
(2,500 P.S.I.). F'M OF BLOCK
2.) CONCRETE COLUMNS:
UNITS = 2,500 P.S.I.
C)
PROVIDE STANDARD DUROWALL REINFORCING EVERY OTHER COURSE
VERTICAL REINFORCING: 2.5% OF GROSS AREA.
AND LAP AROUND CORNERS AND WALL INTERSECTIONS WITH
TIES: #3® LEAST COLUMN DIMENSION.
PREFABRICATED "L" AND "T" CORNER SECTIONS.
D)
LAP ALL VERTICAL BARS 48 BAR DIAMETERS. FILL SPECIFIED
3.) CONCRETE WALLS:
CELLS WITH 3,000 P.S.I. CONCRETE PUMP MIX CONSOLIDATED
IN MAXIMUM HEIGHTS OF FOUR FEET (ALTHOUGH WALL MAY BE
VERTICAL REINFORCING: 2.5 % OF GROSS AREA.
ERECTED HIGHER AT THAT POINT). PROVIDE CLEAN -OUT
HORIZONTAL REINFORCING: $4 ®12" EACH FACE..
HOLES AT BOTTOM OF EACH REINFORCED CELLNTS AS REQUIRED.
ALL SHOP DRAWINGS, PRIOR TO BEING SUBMITTED TO OUR
THESE VALUE ARE NOT TO BE USED FOR CONSTRUCTION PURPOSES.
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 17.
STAIR / ELEVATOR BEAMS:
FORBIDDEN.
A. STAIR BEAMS AND ELEVATOR BEAMS SHALL BE DESIGNATED
"STB" AND "ELB" RESPECTIVELY, (SEE SECTION).
9. SOIL
COMPACTION:
FILL AND BACKFILL UNDER CONCRETE SLABS ON GRADE MUST BE
B. "STY" AND "ELY" SHALL BE 8"X24 WITH 2 #8 BOTTOM
COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DENSITY AT
AND 2 #6 TOP & CLOSED TIES #3 ®10" O.C.
OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR
TEST (ASTM D -1557, METHOD D) LINTEL
BEAMS:
10. SLABS ON GRADE:
TO BE PLACED ON CLEAN, NON - ORGANIC GRANULAR FILL ON
A. LINTEL BEAMS MAY BE PRECAST OR CAST -IN -PLACE CONCRETE.
8 -MIL VISQUEEN VAPOR BARRIER AND IN A "CHECKERBOARD"
SEQUENCE, EACH SEGMENT OF WHICH IS NOT TO EXCEED A
B. FOR PRECAST LINTELS USE 8"X8" WITH 2 #5 TOP AND 2 #5 BOTTOM.
MAXIMUM AREA OF 625 SQ. FT., OR 30 LINEAR FEET IN ANY
DIRECTION AND AT ALL COLUMN LINES. PREMOLDED METAL
C. FOR CAST -IN -PLACE CONCRETE LINTELS USE 8"X8" WITH 2 #5 BOTTOM.
KEYED JOINTS (FULL SLAB THICKNESS) MAY ALSO
BE USED. CUT WIRE FABRIC AT ALL JOINTS.
D. LINTELS CONNECTING INTO MASONRY WALL HAVE 8" MIN. BEARING.
11. APPROVALS:
A)
SUBMIT SHOP DRAWINGS FOR ITEMS 5 AND 6 ABOVE. SUBMIT
E. CIP LINTELS CONNECTING INTO WALLS OR COLUMNS SEE DETAILS.
ONE PRINT AND ONE SEPIA OF EACH. CONTRACTOR WILL ISSUE
PRINTS AS REQUIRED. ALL SHOP DRAWINGS, PRIOR TO BEING
LINTEL
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
ROUGHENED
FORBIDDEN.
2 #5 TOP & BOT.
SURFACE
B)
SUBMIT LABORATORY REPORTS FOR ITEMS 4 AND 7.
DOWELS.
12. COORDINATION:
COORDINATE ALL DIMENSIONS, ELEVATIONS, OPENINGS AND
DETAILS WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL
WALL OR COL.
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
LINTEL DETAIL
ARCHITECT.
13. SHORING, RE- SHORING AND SAFETY PRACTICES:
N.T.S.
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 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 LAWS IS THE ABSOLUTE RESPONSIBILITY OF THE
GENERAL CONTRACTOR AND THOSE
CONSULTANTS HE HIRES TO ADDRESS THEM.
14. TIE COLUMNS:
PROVIDE 8"X12" (MIN.) TIE COLUMNS REINF. W/ 4 #6 VERTICAL AND
#3 TIES ® 8" O.C. SPACE ® 15' O.C. OR LESS FOR ALL NON BEARING
CONCRETE BLOCK WALLS IN ORDER NOT TO EXCEED UMBRACED AREAS
OF MAX. 240 SQ. FT.
EXIST. TIE COLUMNS SHALL BE ATTACHED TO SOFFIT BEAMS ABOVE WITH
L4" X4" X3/8" X10" WITH 2- 11Z' DIA. WELDED ANCHORS EMBEDED IN SOFFIT
BEAM. PROVIDE BY SOFFIT BEAM MANUFACTURER.
ALSO, PROVIDE TIE COLUMNS AT ALL CORNERS: AT THE END OF FRJANDNG
WALLS EXCEEDING 2' -0" IN LENGTH WHEN OPENING 8' -0" IN WIDTH
COLUMNS SHALL BE PROVIDED AT SUCH OPENINGS.
WHEN OPENINGS ARE BETWEEN 3' -0" AND 8' -0" IN WIDTH SUCH O
SHALL HAVE ONE # 5 VERTICAL REBAR AT EACH SIDE. THE VERTICASHALL
BE PLACED IN GROUT FILLED CELLS AND SHALL EXTEND INTO
AND INTO TIE BEAMS. ALL SUCH BARS SHALL BE CONTINUOUS FROM
TO TIE BEAMS.
ALL SPLICES WHERE NEEDED SHALL BE 30" MINIMUM.
11 I 12 I 13 I 14 I 15 I 16
17
W191
111
NATIONAL CITY CENTER
P.O. BOX 7033
INDIANAPOLIS, IN 46207
(317) 636 -1600
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THE
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1111 Lincoln Road Mall
Suite 510
Miami Beach, FL. 33139
(305) 532 -0433
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ARCHITECTURE • ENGINEERING
PLANNING • INTERIOR DESIGN
5960 S.W. 57TH AVE.
MIAMI, FLORIDA 33143
TEL (305) 666 -5474
FAX (305) 666 -4994
EAA 0002416
EB 0002354
EUGENIO M. SANTIAGO, P.E.
EGISTERED ENGINEER (CIVIL /STRUCT.
FL. REG. NO. 19673
ISSUE DATE
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08 -07 -96
PRICING DOC.
12 -10 -96
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S801 -RT
DRAWING TITLE
FOOTING SCHED. & DTLS.
SHEET NUMBER
A
58.01
OF