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1. DESIGN MASONRY ASSEMBLAGE STRENGTH, F -M = 1500 PSI. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF
2000 PSI.
4. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "M- (2500 PSI). GROUT FOR FILLED CELL SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN
ADMIXTURES.
GROUT 5. i COMPRESSIVE STRENGTH iii' PSI, SLUMP 9 PROVIDE OUT r INSPECTION HOLES C FILLED
BOTTOM CELLS t' -
7. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 / A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANC!
WITH ACI 318. SHOP-FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.
8. MINIMUM No. 9 GAGE HORIZONTAL REINFORCEMENT AT 16" SPACING TRUSS TYPE FOR REINFORCED WALL AND TRUSS TYPE FOR ALL OTHERS SHALL BE
PROVIDED. THIS REINFORCING SHALL EXTEND 4 INCHES INTO TIE COLUMNS OR BE TIED TO STRUCTURAL COLUMNS. USE PREFABRICATED CORNERS AND TEES
BY # # AND JUNCTIONS
9. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT, OR MORTAR, UNLESS EFFECTIVELY COATED OR COVERED TO
-• EVENT ALUMINUM—CEMENT CHEMICAL REACTION OR ELECTROLYTIC # r
NONMETALLIC 11. VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE. UNLESS OTHERWISE NOTED, CENTER WALL REINFORCEMENT IN BLOCK CELLS.
USE POSITIONEliS.
MOVEMENT 13. BRACE TOP OF INTERIOR, NON-LOAD BEARING MASONRY WALLS TERMINATING AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE AGAINST OUT-OF-PLANE
#`r "TYPICAL
NON—BEARING ` DETAIL.
15. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW
ANCHOR ELEVATION.
�- - • r # #• i- • sir # • # � #' # -
1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC STEEL CONSTRUCTION MANUAL AND SHALL CONFORM TO
LATEST ASTM A36 SPECIFICATIONS. BOLTS TO CONFORM TO ASTM A325. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. ALL WELDING SHALL BE
PERFORMED BY CERTIFIED WELDERS (AMERICAN WELDING SOCIETY).
2. ALL CONNECTIONS SHALL DEVELOP THE STRENGTH OF THE PART BEING CONNECTED. SHOP CONNECTIONS SHALL BE WELDED. FIELD CONNECTIONS SHALL BE
BOLTED UNLESS OTHERWISE NOTED ON THE PLAN.
3. PROVIDE ONE SHOP COAT OF RUST-INHIBITIVE PAINT (MINIMUM 3 MIL DRY FILM). TOUCH UP ALL ABRASIONS AFTER ERECTION. APPLY FIELD FINISH PAINT
COATS AS SPECIFIED, FOR INTERIOR STEEL COLUMNS, AND MISC. FABRICATIONS.
5. ALL STRUCTURAL STEEL, MISCELLANEOUS PLATES, EMBED ITEMS, BOLTS, NUTS, WASHERS, ANGLES, BRACKETS, NAILS, SCREWS AND CONNECTORS USED IN
NON—CONDITIONED -• i EXTERIOR AREAS EXPOSED TO THE WEATHER SHALL BE • DIPPED GALVANIZED - FABRICATION NO EXCEPTIONS WILL BE
PERMITTED r SPRAY NOT DEEMED #
i•i• i i
A. W HOT - ROLLED SHAPES .......................... ..........................ASTM A992, Fy = 50 Ksi
B. SQUARE AND RECTANGULAR HSS .......... ...........................ASTM
A500, GRADE B, Fy = 46 Ksi
C. PLATES, ANGLES ...... ............................... ...........................ASTM
A36/ A 36M
D. HOT - ROLLED CARBON STEEL SHEETS AND STRIPS .......... ASTM A 245
E. HIGH STRENGTH BOLTS ........................... ...........................ASTM
A325
F. HOOKED ANCHOR RODS ........................ .............. ...............
ASTM F1554, GRADE 36
G. HEADED ANCHOR RODS ...................... ...............................
ASTM F1554, GRADE 36
H. THREADED ANCHOR RODS ...................... ...........................ASTM
F1554, GRADE 36
i. WELDING ELECTRODES ........................................................
AWS D1.1 /D1.1M, E70XX
J. WELDED WIRE MESH ..........................................................
ASTM A185
5. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE PERMITTED. BOLT HOLES SHALL NOT BE CUT OR ENLARGED BY FLAME CUTTING IN THE FIELD.
6. ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.
1. ALL STRUCTURAL WOOD COMPONENTS AND MEMBERS TO BE FULLY SAWN. GRADES OF LUMBER TO BE USED AS STRUCTU,-T-'L METBERS-TO BE: MINIMUM
SOUTHERN PINE, GRADE No.2 (Fb min.= 1200 PSI) OR BETTER WITH A BOLTED CONNECTIONS TO BE COMPLETED WITH A36 GALVANIZED STEEL BOLTS WITH
WASHERS AT EACH END, AND SPECIFICALLY AS SHOWN ON PLANS FOR LUMBER TYPE, SIZE AND CONNECTIONS FABRICATION, ERECTION AND CONNECTIONS TO
BE AS PER RECOMMENDATIONS OF THE A.I.T.C. (AMERICAN INSTITUTE OF TIMBER CONSTRUCTION), LATEST EDITION.
2. PLYWOOD BOARDS FOR SHEATHING TO BE NAII ED WITH 1 Od 0 6" ON CENTER AT EDGES AND INTERIOR SUPPORTS, AND 1 Od 0 4" O.C. AT PERIMETER,
MINIMUM. DRILLING OF STRUCTURAL MEMBERS MUST BE AVOIDED. IF ABSOLUTELY, DIAMETER OF DRILL SHALL NOT BE BIGGER THAN 1/4- OF MEMBER HEIGHT
• r PLACED WITHIN MIDDLE THIRD.
3. ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS: SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFACTORY MATERIALS TO BE REPLACED AT NO
COST TO OWNER.
4. ALL FASTERNER (E.G. NAILS, SCREWS, BOLTS, TIE RODS) SHALL BE HOT- DIPPED GALVANIZED (G60 MINIMUM GALVANIZED COATING) OR 300 SERIES STAINLESS
STEEL.
- --°-`_---- •--- `_---- '- __.=- `.�'— _.•._.- '---- ` - -` -- = ___...—•= Tr7. �s7cirii 7. ���?- 7i.�_�.���lali'�!�- �+ir'�sr■
6. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME.
7. ALL CUTS, HOLES AND INJURIES TO THE SURFACE OF TREATED WOOD SHALL BE PROTECTED BY FIELD TREATMENT MEETING AWPA STANDARD M4.
8. ALL TREATED WOOD PRODUCTS SHALL BE HANDLED AND FIELD FABRICATED IN ACCORDANCE WITH AWPA STANDARD M4 FOR THE CARE OF PRESSERVATIVE
TREATED WOOD - #r
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PREFABRICATED WOOD TRUSSES:
iHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE -TRUSS PLATE INSTITUTE- (T.P.I.), LATEST ERECTED FOLLOWING r • O i i r INDIVIDUAL DRAWINGS FOR EACH
_iIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR
TO FABRICATION. DESIGN THE WOOD TRUSSES AND PROVIDE CALCULATIONS FOR THE FOLLOWING LOAD CASES:
SOUTH NA
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