12-559-020GENERAL:
IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST NOTIFY
THE DESIGNER, OF THE SAME PRIOR TO PROCEEDING WITH THE WORK IN QUESTION.
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL, AND SHALL BE CONSTRUCTED TO APPLY TO
ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS A DIFFERENT DETAIL, OR SECTION, IS SHOWN..
REINFORCING STEEL:
TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305, AND CONFORMING TO ASTM A -6151 GRADE 60.
STRUCTURAL STEEL:
I. SHALL CONFIRM TO ASTM A992, GRADE 50, DETAILED, FABRICATED AND ERECTION IN ACCORDANCE A15C SPECIFICATIONS, LATEST
EDITION. STEEL TUBES TO CONFORM TO A -500, GRADE B (FS =46 KSI). SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION.
ALL STRUCTURAL STEEL EXPOSED TO THE ELEMENTS TO BE HOT DIPPED GALVANIZED.
2. FABRICATE AND ERECTION STRUCTURAL STEEL IN CONFORMANCE WITH SPECIFICATION SECTION 05120 AND RISC 75PECIFICATION
FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS?, WITH COMMENTARY. FABRICATOR TO BE AISC
CATEGORY Cbd (2) CERTIFIED. USE THE FOLLOWING:
A. ROLLED SHAPES: ASTM A992 OR ASTM A512 GR 50 WITH SPECIAL REQUIREMENTS PER RISC TECHNICAL BULLETIN *3.
B. PLATES AND BARS: ASTM A36
3. WELD ALL SHOP CONNECTIONS, U.ON. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS
DIJ, LATEST ,EDITION. REQUIRE ALL SHOP WELDS TO BE SHOWN ON THE FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE
ERECTION DRAWINGS.
4. ALL WELDING PERSONNEL SHALL BE CERTIFIED ACCORDING TO AWS PROCEDURES FOR THE WELDING PROCESS AND WELDING
POSITION USED. SUBMIT CERTIFICATES TO ARCHITECT/ENGINEER FOR THEIR RECORDS BEFORE BEGINNING WELDING.
5. USE ELECTRODES CONFORMING TO AWS D1.1, F-10 SERIES U.ON.
6. A325 BOLTS: 75PECFFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS? RC.S.C.11 -13 -85 INCLUDING
COMMENTARY.
A. A325 BOLTS SHALL CONFORM TO ASTM A325 TYPE 1, HIGH STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS. DO NOT USE TYPE
2 BOLTS.
B. PROVIDE HARDENED WASHERS CONFORMING TO ASTIM 17436 PLACE HARDENED WASHERS UNDER PART BEING TURNED.
C. PROVIDE ALL BOLTS, NUTS AND WASHERS IN SETS THAT ARE NEW AND DOMESTICALLY MANUFACTURED. Do NOT REUSE BOLTS.
USE ONLY NON - GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST -FREE AND WELL LUBRICATED. BOLTS AND NUTS SHALL
BE WAX DIPPED BY THE BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140,
D. BEARING -TYPE BOLTS (A -325N, A -325X, A -490X) SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION. THE SNUG TIGHT
CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE
ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH.
E. SLIP - CRITICAL BOLTS (A -3255C AND A- 4905C) SHALL BE TIGHTENED TO THE MINIMUM FASTENER TENSION INDICATED IN
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTIM A -325 OR ASTM A -490 BOLTS, SECTION 5, TABLE 3. TENSION SHALL BE
DETERMINED SOLELY BY USE OF DIRECT HARDENED WASHERS SHALL BE USED FOR SLIP - CRITICAL BOLTS. PROVIDE ONLY
DOMESTICALLY MANUFACTURED D.TYS.
1. USE A -301 BOLTS FOR ALL ERECTION BOLTS AND ALL BOLTS LESS THAN tt DIAMETER, U.ON.
6. CUT, DRILL OR PUNCH HOLES PERPENDICULAR To METAL SURFACES. DO NOT FLAME CUT HOLES OF ENLARGE HOLES BY BURNING.
S. SPLICING OR STRUCTURAL STEEL MEMBERS IN THE FIELD OR IN THE SHOP 15 PROHIBITED EXCEPT WHERE INDICATED ON THE
DRAWINGS.
10. CONNECTIONS NOT DETAILED ON STRUCTURAL DRAWINGS AT THE TIME DRAWINGS ARE ISSUED FOR CONSTRUCTION SHALL BE
DESIGNED AND DETAILED BY FABRICATOR ACCORDING TO A15C SPECIFICATIONS. PROVIDE SHOP DRAWINGS AND CALCULATIONS,
PREPARED SIGNED, SEALED AND DATED BY THE DELEGATED ENGINEER FOR ALL SUCH CONNECTIONS. CALCULATIONS ARE FOR
RECORD ONLY.
11. SHOP PAINT ALL NON - GALVANIZED STEEL WITH A LEAD AND CHROMATE FREE ALKYD, SSPC PAINT 11 V.O.C. COMPLAINT, MIN. 55%
5OLID5 AND MIN. DRY FILM THICKNESS 2.5 MILS. CLEAN STEEL TO THE REQUIREMENTS OF SSPC -SP6 PRIOR TO PRIMING. SEE
SPECIFICATIONS 09800 FOR SPECIAL COATINGS.
12, DO NOT PAINT STEEL SURFACES IN CONTACT WITH CONCRETE.
13. REFER TD ARCHITECTURAL PLANS FOR FIREPROOFING OR STRUCTURAL STEEL MEMBERS.
14. FOR MISCELLANEOUS STRUCTURAL STEEL NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL AND MECHANICAL
DRAWINGS.
15. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS To ARCHITECT/ENGINEER FOR REVIEW BEFORE FABRICATION. Do NOT REPRODUCE
THE STRUCTURAL DRAWINGS FOR USE A$ SHOP DRAWINGS,
16. PROVIDE TEMPORARY BRACING AS NECESSARY TO INSURE A STABLE STRUCTURE DURING CONSTRUCTION.
11. ALL STEEL BEAMS SUPPORTING CONCRETE FLOORS ON STEEL DECK ARE To BE CONSTRUCTED AS COMPOSITE STEEL BEAMS. BEAMS
INCLUDE CHANNELS, STEEL TUBES, WIDE FLANGE SECTIONS, ETC. ALL COMPOSITE BEAMS ARE TO BE CONSTRUCTED UNSHORED,
U.ON,
WELDING:
ALL WELDING TO BE DONE BY DADE COUNTY CERTIFIED WELDERS HOLDING CURRENT WELDING CERTIFICATES, AND MUST PRESENT
SAME AT JOB SITE AT ALL TIMES. ALL WELDING PER PLANS AND PER GUIDELINES OF THE AMERICAN WELDING SOCIETY.
WIND DESIGN CRITERIA:
ALL STRUCTURAL ELEMENTS, EXPOSED To WIND, HAVE BEEN DESIGNED PER THE GUIDELINES OF THE ASCE 1 -2005 BUILDING CODE.
FOR WIND UPLIFT ON THE ROOFS, SEE INDIVIDUAL ROOF PLANS FOR DIAGRAMS AND TABLES DICTATING THE ZONES AND THE NET
UPLIFT FORCES.
METAL DECKING:
SHALL CONFORM TO STEEL DECK INSTITUTE, AND BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH SAME (LATEST
EDITION). PROVIDE 5/87 PUDDLE WELDS AT ALL SUPPORTS, AND *10 SCREWS FOR ALL SIDE LAP FASTENERS, UNLESS OTHERWISE
NOTED. SEE PLANS FOR REQUIRED WELDING PATTEI;NS, SPACING OF PUDDLE WELDS, SPACING OF SCREWS, AND OTHER
INFORMATION FOR THE METAL DECK ALL METAL DECKS TO BE HOT DIPPED GALVANIZED, WITH G -90 COATING.
MASONRY:
A. ALL CONCRETE BLOCK To BE GRADE N -2, CONFORMING TO ASTM C -90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF
1,900 P51, AND A PRISM STRENGTH OF 1,500 PSI (MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 PSl
(USE PORTLAND TYPE CEMENT). GROUT SHALL CONFORM TO ASTM C 416 WITH A MINIMUM 26 DAY COMPRESSIVE STRENGTH OF
2500 PSI. GROUT SLUMP SHALL BE BETWEEN 8 AND 10 INCHES. TEST MASONRY UNITS.
B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8 GAUGE DEFORMED GALVANIZED STEEL, SPACED AT 16? C/C
VERT.
EXTEND HORIZONTAL REINFORCING 47 INTO ADJACENT COLUI INS.
PROVIDE TRUSS TYPE FOR NON - REINFORCED MASONRY AND LADDER TYPE FOR REINFORCED MASONRY.
C, FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48 BAR DIAMETERS MINIMUM. PROVIDE FULL BED OF MORTAR FOR
REINFORCED MASONRY.
D. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN OUT BLOCK CELLS OF ALL MORTAR DROPPINGS. MAXIMUM
VERTICAL DROP FOR GROUTING IS 4' -0 ?,
E. PROVIDE GALVANIZED DOVETAILS ANCHORS AT ALTERNATE JOINTS AT ALL MASONRY WALLS ABUTTING CONCRETE COLUMNS.
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ALL EXISTING CONDITIONS ARE TO SE r=IEL -D : AR 'H '?' CTS
VERIFIED 5Y THE GENERAL CONTR,d,C T OR:.I a chite_ctu _R
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IF A DI6CRE%'.4NCY EXIST, NOTIFY TI- l
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STRUCTURAL PROBLEMS THAT OCCUR -
UNDERSIDE OF FLOOR SYSTEM HAVE
SHOWN ON THE REFERENCE FLOOR
:: m
�-ftj
ODIAGONAL CRACK AT SOFFIT BEAM. SEE DET. 1 /5-8
2 SPALLED CONCRETE AT SIDE OF BEAM, SEE DET. 2 /6-5
Q O CRACK ON THE SLAB. SEE DET. 3 /5-8
SPALLED CONCRETE AND EXPOSED STEEL AT PRECAST
CONCRETE JOIST. SEE DET. 4 /5-8
.T (� EXPOSED AND RUSTED STEEL AT UNDERSIDE OF SLAB.
SEE DET. 5/5 -8
QSPALLED CONCRETE, EXPOSED STEEL ON TOP OF SLAB,
SEE DET. 615 -8
RUST ON BOLTS AT TOP OF PANEL TO BEAM CONNECTION
(TYPICAL AT EVERY FLOOR). SEE DET. 1/5-8
S EXISTING DRILL HOLES THRU THE SLAB. SEE PET, 8 /5-6
RUSTED ANCHOR BOLTS AT SUPPORT ANGLE.
SEE DET. 13/5-8
1m RUSTED TOP OF PRECAST CONCRETE JOIST. SEE DET, 10 /5-8
EXPOSED /RUSTED STEEL ON THE WALL / BEAM.
11
SEE DET. 11/5 -8
(11(..1 y E . SOUTH MIAMI
12 EXISTING RAILING TO BE REMOVED. SEE DETAIL 0.12 /StJ 1N DER-
(TYPICAL)
STRUCTURAL SECTION
Level 1 NOTE: SEE REPAIR DETAILS ON SHEET 5 -8
Floor Plan 1/16 ""
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