01-0010-010 G E N E R A L S T R U C T U R A L N O T E S FOR BEAMS GREATER THAN 3r DEEP.ADD•s HOW-O EA EVER FACE Q
MASONRY WALLS AND PARTITIONS : ISWLL�iu°o THAN THE EiHOR�' i = r
GENERAL _ _ _ S AhDARU-HOOKS (TYP.) CL
WHERE BEAM THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVISIONS OF THE STANDARD O Dm TOP� V BAR •c e,ett - - - -
CONDITIONS AND DIMENSIONS AT THE JOB SITE AND AS SHOWN ON THE DRAWINGS. THEY SHALL SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, Nro ADJACENT sue TO
NCMA TR-75B OR ACI 531. 4 Parr CF SPAN OR SCH DMED NMI L-1 SCHM Lm Wm+L-2
REPORT IN WRITING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS ON THE DRAWINGS TO THE
ARCHITECT/ENGINEER (A/E) BEFORE COMMENCING WORK. THE CONTRACTOR AND ALL HOLLOW BLOCK SHALL COMPLY TO ASTM C-90, TYPE I, GRADE N-1. 25 OF x'of 24 - - -
SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND ARE DIAK = _ -
RESPONSIBLE FOR ALL LINES, ELEVATIONS, AND MEASUREMENTS IN CONNECTION WITH THEIR TOP ears SPLICE ---' --= o
WORK. MORTAR SHALL COMPLY WITH ASTM C-270, TYPE M, WITH A MINIMUM COMPRESSIVE STRENGTH
AT 28 DAYS OF 2500 PSI. STOP Ca. POUR BEAM SEE PLAN
THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF CHAPTER GROUT SHALL CONFORM TO ASTM C476, FOR COARSE GROUT, MINIMUM COMPRESSIVE STRENGTH 1/2" BELOW BM o '=
33 OF THE SOUTH FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL LAWS. ® 28 DAYS OF 3000 PSI. SLUMP OF 8 TO 10 INCHES, MAXIMUM PLACEMENT TIME OF 90 MINUTES.
THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION AND REMOVAL OF ALL SHORING AND SUBMIT DESIGN MIX FOR APPROVAL. HOOKS NON- _ TIES
BRACING AS REQUIRED FOR THE PROPER EXECUTION OF THE WORK. COIN N�� BOTTOM BAR TTOM BAR SEE COL SCI ED. PROVIDE 2 TI E SCHEDULED
HORIZONTAL REINFORCING SHALL BE DUR-O-WALL STANDARD (9 GA.) TRUSS TYPE, ASTM CLASS B-2, sEE sa�uE FOR e„MN FOR CORT. READ'. 0 1/ (THE a
THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL WORK AND MATERIALS FROM HOT DIPPED GALVANIZED OR APPROVED EQUAL. PLACE VERTICALLY AT ALTERNATE COURSES. USE S¢E AM UNLESS INDICATED -I- & TIES
WEATHER DAMAGE. PREFABRICATED CORNERS AND TEES AT WALL INTERSECTION. OVERLAP DISCONTINUOUS ENDS A SPACNC. CONTNUau.
MINIMUM OF 12". —01
THE CONTRACTOR AGREES THAT HE WILL HOLD OWNER, ENGINEERS AND/OR ANY OF THEIR L-2 L-a
EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY ARISE VERTICAL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. FILL ALL REINFORCED CELLS
BY REASON OF ANY NEGLIGENCE ON THE PART OF THE CONTRACTOR, ANY OF HIS WITH 3000 PSI GROUT AS SPECIFIED ABOVE. SEE PLAN FOR SIZE AND SPACING OF VERTICAL DOWELS TO BE SAME
REINFORCING. L-T OR L-2(�OTTER SPAN)
SUBCONTRACTORS AND/OR SUBCONTRACTORS, MATERIALS AND EQUIPMENT SUPPLIES AND/OR ANY SIZE AND QUANTITY AS
OF THEIR EMPLOYEES OR AGENTS, IN PERFORMANCE OF THIS CONTRACT; AND, IN CASE ANY MASONRY COMPRESSIVE STRENGTH fm = 1300 PSI. W VERT. COL REAP.
ACTION IS BROUGHT THEREFORE AGAINST THE OWNER, ENGINEERS AND/OR ANY OF THEIR BARS MARIO:D•CONTOW R"OlM A MN.24 BAR DIA.
EMPLOYEES OR AGENTS THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEFENSE SPLICE SPLICE TOP BARS AT MDSPAN ONLY AM BOTTOM
THEREOF, AND UPON HIS FAILURE TO DO SO ON PROPER NOTICE, OWNER, ENGINEERS AND/OR ANY MASONRY COMPRESSIVE STRENGTH fm = 3000 PSI. PRISM TESTS REQUIRED SHALL BE REQUIRED BARS AT suPParr ONLY. I�Hl
OF THEIR EMPLOYEES OR AGENTS RESERVE THE RIGHT TO DEFEND SUCH ACTION AND CHARGE IN ADVANCE OF BEGINNING OPERATIONS, AND ONE SET DURING CONSTRUCTION FOR EACH 5000 I� 0 V �
ALL COSTS THEREOF TO THE CONTRACTOR. SQ. FT. OF WALL AREA. TESTS SHALL CONFORM TO ASTM E447. TYPICAL REINFORCING PLACEMENT O t \ Z
S T R U C T U R A L S T E E L : (SHOP DRAWINGS REQUIRED) DIAGRAM FOR BEAMS AND ONE WAY SLABS
VERIFICATION OF EXISTING CONDITIONS: INASMUCH AS THE REMODELING AND/OR w N ., <
REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS MAY NOT BE ALL STRUCTURAL STEEL TO BE DOMESTIC A.S.T.M. A-36 FY=36 K.S.I.) AND DESIGNED IN ►-
VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY, OR DESTROYING OTHERWISE ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATION FOR THE DESIGN, FABRICATION AND a:
ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES THAT, EXCEPT FOR ERECTION OF STRUCTURAL STEEL FOR BUILDINGS AND THE A.I.S.C. CODE OF STANDARD GRADE BEAM W
NEGLIGENCE ON THE PART OF THE DESIGN PROFESSIONAL, THE OWNER WILL HOLD HARMLESS, PRACTICE. I SEE PLAN 0 W 0
INDEMNIFY AND DEFEND THE DESIGN PROFESSIONAL FROM AND AGAINST ANY CLAIMS ARISING I I
OUT OF THE PROFESSIONAL SERVICES UNDER THIS AGREEMENT. ALL WELDING TO BE DONE WITH E-70 SERIES ELECTRODES IN ACCORDANCE WITH A.W.S. LATEST SR,JC� TOP BARS IN'?B W
TOP B RS"STRUCTURAL WELDING CODE - STEEL", (A.N.S.I./A.W.S. D1-1 . RUSTPROOF ALL FIELD WELDS WITH 0 CONTINUE TOPP BARSJFROM BEAM 4 W HEAVY DUTY RUSTPROOFING PAINT. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS. CONTINUE THRU TIE BEAM 4 HOOK COL DOWELS COL. & GRADE BEAM
SHOP DRAWINGS : "A" � TOBOTT. (uON.) zQWO
STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A.S.T.M. A-500 GRADE B (FY=46 K.S.I.). TUBE TIES-SEE BEAM SCHEDULE SPLIC . .
SUBMIT ONE SEPIA AND ONE PRINT OF SHOP DRAWINGS FOR A/E REVIEW BEFORE STARTING COLUMNS TO BE CONCRETE FILLED WITH VENT HOLES TOP, MIDDLE AND BOTTOM. "A" O
FABRICATION.
NO SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW UNTIL AFTER THEY HAVE BEEN ( O N.)OAT ALL STRUCTURAL STEEL WITH RUSTOLEUM "769" RED PRIMER OR APPROVED EQUAL TOP BARS TOP BARS TYPICAL COLUMN / FOOTING DETAIL —� o
U
REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING AND OTHER TRADE Q < < Ll�
REQUIREMENTS BY THE CONTRACTOR AND STAMPED WITH THE CONTRACTOR'S APPROVAL SEAL. SUBMIT SHOP DRAWING PRIOR TO FABRICATION. J
ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS BEAM NO SCAB
AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS BEAM a: 00 �
MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF TIMBER TIE BEAM SEE BEAM SCHEDULE O (� In
SEE BEAM SCHEDULE
DRAWINGS BY ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH TRUSSES - SHALL BE DESIGNED-BY A PROFESSIONAL ENGINEER IN ACCORDANCE WITH THE S.F.B.C.
DRAWINGS. CHAPTER 29, FOR SYSTEM WEIGHT AND SUPERIMPOSED LOADS INDICATED ON STRUCTURAL "' a N O In
ALL CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS MUST BE CLEARLY FLAGGED AND NOTED. DRAWINGS INCLUDING ANTICIPATED CONSTRUCTION LOADS AND ALL OTHER LOADINGS SHOWN ADDED BARS BOT BARS
THE PURPOSE OF THE RE-SUBMITTALS MUST BE CLEARLY NOTED ON THE LETTER OF ON ANY ARCHITECTURAL AND/OR ENGINEERING DRAWINGS. ALL TRUSS TO TRUSS CONNECTIONS F-JA7 2' 2" -LA-
THE THE REVIEW OF RE-SUBMITTALS WILL BE LIMITED TO THOSE CAUSING THE SHALL BE DESIGNED BY TRUSS FABRICATOR'S PROFESSIONAL ENGINEER, AND FURNISHED BY L2 Sp IC
RESUBMISSION. TRUSS FABRICATOR. SUBMIT ENGINEER SIGNED AND SEALED SHOP DRAWINGS AND OPENING TOP OF WALL
COMPUTATIONS, INCLUDING CONNECTIONS. GENERAL CONTRACTOR TO RETAIN PROFESSIONAL SEE�w
ENGINEER TO PROVIDE INSPECTION DURING ERECTION OF TRUSSES EQUAL TO OR GREATER THAN MM. SRC. Er U
STRUCTURAL DESIGN CRITERIA : 40'-0" SPAN, AS PER SOUTH FLORIDA BUILDING CODE. ALL SCISSOR TRUSSES SHALL BE DESIGNED OPENING MASONRY
TO LIMIT TOTAL MOVEMENT (ELASTIC DEFORMATION PLUS CONNECTION SLIP) TO LESS THAT 1/4 owT Top Hook BEnM SLAB
THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE SOUTH,FLORIDA BUILDING CODE (1994 u�THS s�PLAN
INCH. E m T
EDITION) AND OTHER REFERENCED CODES AND SPECIFICATIONS. ALL REFERENCED CODES AND PLYWOOD SHEATHING TO BE 5 8" MIN. NAILED TO SUPPORTING MEMBERS WITH 8d ® 6" 0 C LErloni
SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT. (U.O.N.) AND IN ACCORDANCE TO APA 32/16 SPECIFICATIONS AND PLACED WITH FACE GRAIN SCHEDULE
WIND LOAD CRITERIA: PERPENDICULAR TO SUPPORTS.
BASIC LOAD VELOCITY - 110 MPH AS PER ASCE 7-93.
CATEGORY 'C' INDICATED STRUCTURAL WOOD FRAMING TO BE N0. 2 OR BETTER SOUTHERN PINE THE BEAM TO TIE BEAM REINFORCING SPLICE DETAILS SEE LE�oao BELOW • GROUT�CE] s �
FOLLOWING MINIMUM PROPERTIES Fb=1200 PSI Fv=90 PSI, E = 1,600,000 PSI. SURFACE DRY
LIVE LOADS: USES AT MAXIMUM MOISTURE CONTENT = 19% (U.O.N.). NO SCALE
FLOORS . . . . . . . . . . . . . . . . 20 P.S.F. PRESSURE TREATMENT WHERE REQUIRED HEREIN SHALL CONFORM TO AWPI SPECIFICATIONS. NOTE: SEE TYPICAL REINFORCEMENT PLACEMENT DIAGRAM FOR OTHER DETAILS NOT SHOWN ABOVE —I
ROOF . . . . . . . . . . . . . . . . . . 30 P.S.F. A CCA TREATMENT WITH A MINIMUM RETENTION IN POUNDS PER CUBIC FOOT OF .40 FOR TIMBER
ABOVE GROUND AND WATER, .60 FOR TIMBER IN DIRECT CONTACT WITH THE GROUND, AND 2.50
SEE PLANS FOR ADDITIONAL LOADING INFORMATION. FOR TIMBER IN DIRECT CONTACT WITH WATER. ALL PRESSURE TREATED WOOD SHALL BE
SOUTHERN PINE, MEETING NATIONAL FOREST PRODUCTS ASSOCIATION GROUP 3 BOLT DESIGN U
VALUES. 1+'s'MWE--T P. W z
F 0 U N D A T 1 0 N S : (SPREAD FOOTINGS) m W
FOUNDATIONS ARE DESIGNED TO BEAR ON LIMEROCK FILL WITH AN ALLOWABLE BEARING O
CAPACITY OF 2000 P.S.F. THE ARCHITECT HAS VISITED THE JOB SITE AND ASSUMED THIS BASED ON SPLK;E LENGTH SCDl1LE ( Fy= 6o K.S.I.) STD. cn
VISUAL INSPECTION. CONTACT A/E IF EXCAVATION OF FOUNDATION SHOWS VARIATION FROM CALL LENGTH W INCHES) 90' TOP OF P�CAP W
THESE ASSUMPTIONS.
HOOK e :'. ;•,;•. � �
TOP OF WALL FOOTINGS TO BE AT SAME ELEVATION AS TOP OF COLUMN FOOTINGS. WALL ft = 3,000 P.S.I 4,000 P.S.I. 5,000 P.S.I. 6,000 P.S.I. ALL LENGTH SEE , ' ry
FOOTING REINFORCEMENT TO RUN CONTINUOUS THROUGH COLUMN FOOTING. STEP WALL IN :::;•,:. ; :;•,:,
FOOTING BETWEEN COLUMN FOOTINGS OF DIFFERENT ELEVATIONS. BAR A B C A B C A B C A B C D NICHES '' '" '•
FOOTINGS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF S.F.B.C. SECTION
2404. 0 3 12 12 16 12 12 16 12 12 16 12 12 16 12 6 rz
SLABS ON GRADE : I I 0 4 12 16 21 12 16 21 12 16 21 12 16 21 15 8 TYPICAL WALL SECTION
ALL CONCRETE SLABS ON GRADE TO BE IN ACCORDANCE WITH THE LATEST "GUIDE FOR CONCRETE I I 0 5 15 20 26 15 20 26 15 20 26 15 20 26 19 10 AT FILLED CELLS
FLOOR AND SLAB CONSTRUCTION" (ACI 302). 2 - #7 DOWELS
o I f 6 19 25 32 18 23 31 18 23 31 18 23 31 23 12
NO SCALE
C 0 N C R E T E : I ( f 7 26 34 44 23 30 39 21 27 36 21 27 36 27 14
ALL CONCRETE WORK SHALL CONFORM WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR PLAN f 8 35 46 60 30 39 51 27 35 46 25 33 43 30 16 N=A its ON�TO°�I LOCATION SN OF A UM I I
n QMY�N AOOrT10N TO THE INDICATE)SPAaN00 FlJJ�CELLS
BUILDING (ACI 301). 0 9 44 57 75 38 49 65 34 44 58 31 40 53 34 19 NaAMM DOOR AND WINMW OPENINM(TYPICnu °F v"
SLUMP FOR CONCRETE SHALL NOT EXCEED 5". t
f 10 56 73 95 48 62 82 43 56 73 39 51 66 38 22
ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH OF 3000 P.S.I. AT 28 DAYS.
f 11 68 88 116 59 77 100 53 69 90 48 62 82 42 24
OWNER SHALL EMPLOY AND PAY FOR THE SERVICES OF AN INDEPENDENT CERTIFIED TESTING
LABORATORY FOR CONCRETE SAMPLING AND TESTING IN ACCORDANCE WITH ASTM C31 AND ASTM
C39. " EXT'G. TIE BEAM
CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE
PRACTICE IN THEIR USE AND REMOVAL. CONTRACTOR SHALL SUBMIT SHORING AND RESHORING I I
DRAWINGS SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER WHO
PREPARED THEM FOR REVIEW BEFORE CONSTRUCTION BEGINS. THESE DRAWINGS SHALL INCLUDE
ALL INFORMATION NECESSARY TO PROPERLY SHORE AND RESHORE THE STRUCTURE DURING
CONSTRUCTION IN ACCORDANCE WITH ACI 347, INDICATE ALLOWABLE CONSTRUCTION LOADS, THE 2'-0" I I S PLANr�
TYPE AND CONDITION OF SHORING AND RESHORING EQUIPMENT AND SOIL CONDITIONS. THE
SHORING ENGINEER SHALL MAKE SPECIFIC PROVISIONS FOR ADEQUATE MUD SILLS AND LATERAL ASCE 7 - 93 WIND LOADS ON COMPONENTS & CLADDING #4 01 TOP 2�
BRACING. NEW TIE I I WIND VELOCITY = 110 MPH �2-
SUBMIT ALL CONCRETE MIX DESIGNS TO ENGINEER FOR REVIEW. COLUMN IMPORTANCE FACTOR = 1.05
EXPOSURE CATEGORY = "C"
R E I N F O R C I N G S T E E L : (SHOP DRAWING REQUIRED) 0 O
rb.
TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.S.T.M. A615 GRADE 60 SPECIFICATIONS, 10 20 50 100 200 500
FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF THE C.R.S.I. AND PLACED COLUMN ZONE
IN ACCORDANCE WITH ACI 315 AND ACI MANUAL OF STANDARD PRACTICE. SEE 4 O TZ TDrP. /4 O tY TOP ESCHED /4 o E'SM. rb,
COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL ABOVE. 1 -42 -41 -38 -37 -37 -37
PROVIDE STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON-CONTINUOUS COLUMNS ZONE ZONE ZONE
(U.O.N.). 2'-0" I 5 4 5
ALL DOWELS FOR COLUMNS AND WALLS TO BE SECURED IN POSITION PRIOR TO CONCRETING. 2 -89 -82 -71 -61 -61 -61 DRAWN
DRILLING OR PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED. # TPA
SEEP AN ABOVE TYPICAL STAIR REINFORCING FOR Rte. CHECKED
CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: FOOTINGS 3" COLUMNS 1-1/2" I I 3 - - -61 -61 -61
TO TIES, BEAMS 1-1/2" TO STIRRUPS, INTERIOR SLABS 3/4", EXPOSED SLABS 1-1/2", SLABS ON GRADE 6„ -89 82 71 a = 3 2, NO SCALE DWH
1-1/2" MEASURED FROM TOP OF SLAB. EXT'G. FOOTING 1/5/2000
SLAB AND BEAM REINFORCEMENT: PLACED IN ACCORDANCE WITH REINFORCING DIAGRAMS. 4 -48 -45 -42 -41 -40 -37 TYPICAL WALL ELEVATION
BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID-SPAN. ALL TOP BARS SCALE
HOOKED AT NON-CONTINUOUS EDGES (U.O.N.). ALL HOOKS TO BE STANDARD 90 DEGREE OR 180 TYPICAL SPLICE DETAIL AS SHOWN
DEGREE HOOKS AS REQUIRED (U.O.N.). DETAIL TO EXISTING FOOTING & 5 -61 -57 -52 -48 -42 -37 JOB NO
TO EXISTING TIE BEAM
ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 2'-6". MINIMUM EACH WAY SCALE: 3 4 = 1'01' FROM NEW COLUMNS DONA D HODG `fi E
AT CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS NOT DETAILED 4 & 5 45 43 41 39 36 34 >' SHEET
WITH A HOOKED END. 5901 S. . 74th'STREET- S 05,
SOUT. MIAMI, :FLORIDA` 3 `11+
THE CONTRACTOR SHALL INFORM THE REBAR DETAILER OF HIS PROPOSED REBAR SUPPORT (305) 663-8885iRFAX 0305) 6 -9841'
METHOD AN CONSTRUCTION SEQUENCES. ALL SUPPORT ITEMS AND SPLICES REQUIRED SHALL BE Sw3
SO DETAILED AND PROVIDED. DONALD HODGE �S #185 C1IVIL
3,: 1 0
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