11-629-017STRUCTURAL NQTfS
1. FOUNDATION:
4. REINFORCING STEEL:
A. REINFORCING STEEL SHALL BE DETAILED ANO PLACED IN ACCORDANCE WITH
fOUNDATION SYSTEM CONSISTS OF SPREAD FOOTINGS DESIGNED FOR AN
FBC 2.004 EDITION.
ALLOWABLE 501L BEARING PRESSURE Of 2500 P5F,
B. REINFORCING STEEL 5HALL BE DEFORMED BARS CONFORMING TO A5TM A G 15-2002
SOIL STATEMENT: THE FOUNDATION AND FOOTINGS MAY BE APPROPIATELY
(3 1) GRADE 60,
PROPORTIONED FOR A SAFE SOIL BEARING CAPACITY NOT EXCEED 2,500 P5F.
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO A51'M A 165-94.
D. REINFORCING SHALL BE HELD SECURELY IN F051T►ON WITH STANDARD ACCE5-
THE USE OF 5PREAD FOOTINGS AND 5INGLE COLUMN PADS IS SUGGESTED.
SEE GEOTECHNICAL REPORT BY ALL STATE ENGINEERING t TESTING CON5ULTANT5
50KE3 DURING PLACING OF CONCRETE.
FOR ADDITIONAL, INFORMATION,
E. ALL TOP REINFORCING 5HALL TERMINATE WITH STANDARD HOOKS AT D15CON-
TINUOU5 EDGES OR ENDS..
2, GENERAL:
F. ALL BOTTOM BAR$ SHALL BEAR G' MINIMUM OVER SUPPORTS, U,O.N,
A. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FLORIDA
G. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 30 DIA. AT
BUILDING CODE; 2007 EDITION, A5CE 7-05 MINIMUM DE51GN LOADS FOR BUILDINGS,
5PUCF5 AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BAR5
THE ACI 318-02 BUILDING CODE, AND ALL APPLICABLE FEDERAL, STATE AND
AT CENTER BETWEEN SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS
LOCAL ORDINANCES.
AT NON -CONTINUOUS ENDS WITH STANDARD HOOKS, U.O.N.
B. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES
H. MINIMUM CONCRETE COVER 1`01� REINFORCEMENT:
COMMENCING ANY WORK. ANY
AFFECTING NEW CONSTRUCTION BEFORE CO
1. CRETE EAST AGAINST AND PERMANENTLY
ONCTAI
VARIATIONS IN ACTUAL FIELD CONDITIONS/DIMEN51ON5 FROM THOSE SHOWN IN
€ONC ETO EARTH '
CONTRACT OKAWIN65 SHALL. BE REPORTED TO THE ARCHITECT/ENGINEER FOR
THE C
T R, WEA """"""'""' " """""'3
ll. CONCRETE EXPOSED TO EARTH 0R WEATHER
DETERMINING
E RMINING THE NEED OF RE DE51GN PRIOR TO CONTRACTOR'S 5UBMITTAL OF
#6 BARS AND LARGER '
"1 22"
WORKING DRAWINGS FOR REVIEW.
5 BARS AND SMALLER
C. THESE DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR
Ili. CONCRETE NOT EXPOSED TO WEATHER OR
CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED
IN CONTACT WI,H EARTH:
SLABS, SLQPES, DRAINS, OUTLETS, R CE55ES, OPENINGS, REGlETS, BOLT
5LA55 AND WALLS.................
SETTINGS, SLEEVES, ETC. DISCREPANCIES SHALL BE BROUGHT TO THE ATTEN-
....... ............ ...........................314'
BEAMS AND COLUMNS .....:................. ... .........1 1/2,
"""""" """' '
TION OF ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
D. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID
IV. EXTERIOR CONCRETE BALCONY
DAMAGING ANY EXISTING UTILITIES, ALL UNKNOWN UTILITIES DISCOVERED
SLABS .......... ......... ...:.......,.................................... „, .....m..2'
DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION Of THE ARCHI-
5. CONCRETE MASONRY WORK:
TECT/ENGINEER. ANY DAMAGE TO THE EXISTING UTILITIES SHALL Be REPORTED
TO, ALL AFFECTED PARTIES, INCLUDING THE AKCHITECTIENGINEER.
E. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING h15 C045TRUC-
A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, UNLESS
OTHERWISE NOTED., AND 5i1ALL BE IN PLACE BEFORE THE 5LA155 AND BEAMS
TION DOCUMENTS WITH THE REVISED DRAWINGS AND SPECIFICATIONS, FIELD
ORDERS; CHANGE ORDERS AND CLARIFICATION SKETCHES ISSUE10 DURING THE
SUPPORTED BY THEM ARE POURED A5 WELL, AS TOE CONCRETE TIC COLUMNS
COURSE Of CONSTRUCTION.
FRAMING THEM.
B. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO A5TM C 90, "STAND-
F. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECI-
FICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COM-
Alp SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS'.
"Mp,
PLETELY SHOWN OR NOTED SHALL BE 51MILAR TO DETAILS AND SECTIONS 50OWN
C. MORTAR SHALL CONFORM TO A5TM C 270, TYPE WITH A MINIMUM AVERAGE
STRENGTH OF 2500 P51.
OR NOTED FOR SIMILAR CONDITIONS.
D. CONCRETE MASONRY STRENGTH, fm, SHALL BE A MINIMUM Of 1500 P514=1900 P51),.
G. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
E. VERTICAL REINFORCING IN CMU CELLS SHALL BE 5PUCED WITH 46 BAR DIA-
PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION Of AOJACE� T PRO -METER
LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE Of FILLED CELLS
PERTY, STRUCTURES, 5TREET5 AND UTILITIES IN ACCORDANCE WITH THE LOCAL
FOR LAP IN5PI=CTION AND VERIHNG THAT THE CELLS HAVE BEEN FILLED
BUILDING DEPARTMENT.
SOLID WITH GROUT,
H. BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED
F. FILLED CELLS SHALL BE FILLED WITH 3000 P51 GROUT AS PER AC1530-02 AND
UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR
ACI 530.1-99. FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM
SYSTEMS. DO NOT PROCEED WITH BAGKFILL UNTIL (7) DAYS AS A MINIMUM AFTER
POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT -FILLED
THE COMPLETION OF INTERIOR FLOOR SYSTEM UNLE55 WALL5 ARE ADEQUATELY
SOLID CELLS. GROUT 5HALL CONFORM TO A5TM C476. SLUMP SHALL BE
BRACED. BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION AND IN5PEG
BETWEEN V AND 1 1'.
TION Of WATERPROOFING WHERE WATERPROOFING QCCUR,
G. ALL CMU WALLS 511ALJ BE HORIZONTALLY REINFORCED WITH STANDARD NO, 9
1. GENERAL CONTRACTOR SHALL: BE RESPONSIBLE FOR THE QGP05AL OF ALL ACCU-
LADDER Y E GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS.
MULATED WATER FROM EXCAVATIONS AND OEWATERJNG OPERATIONS IN SUCH A
WAY AS TO NOT CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE 5T9UC-
G, STRUCTURAL STEEL,:
TURAL ELEMENTS.
A, 5TRUCTURAL STEEL 5HALL COMPLY WITH A16C "SPECIFICATIONS FOR DESIGN, FA-
J. REINFORCING STEEL SHOP IJRAWING5 ARE AN AID FOR FIELD PLACEMENT
AND ARE SUPERSEDER BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY
BRICATION AND EREQON FOR STRUCTURAL STEEL BUILDINGS; 9TA EDITION
Of THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 6IN FULL
B. 5TRUCTURAL STEEL 5HAPE5 AND PLATES SHALL CONFORM TO A5TM A 36, Fy 36 K51.
C. STRUCTURAL STEEL TUBE5 5HALL, CONFORM TO A5TM A500, GRADE 0, Fy=4G K51,
AGREEMENT WITH THE LATEST 5TRUCTURAI' DRAWINGS,
D. STRUCTURAL STEEL PIPES SHALL CONFORM TO A5TM A53, TYPE 5, GRADE D.
K. THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPIES OF SHOP DRAW-
Fy= 35 K51.
ING5 A MINIMUM OF ONE WEEK PRIOR TO PLACEMENT, THE REVIEW Of SHOP DRAW-
E. ANCHOR 15OLT5 SHALL, CONFORM TO EITHER A5TM A 307 OR A5TM A 3G.
ING5 BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL
F. FRAMING DOLT5 SHALL CONFORM TO A5TM 325, WITH HARDENED WA5HER5 AND
DRAWINGS AND SPECIFICATIONS. THE REVIEW DOE5 NOT GUARANTEE IN ANY WAY
HEX NUTS.
THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPER-
7. WELDING:
5EDE THE 5TRUCTURAL DRAWINGS.
A. WELDING SHALL BE DONE WITH E-70 ELECTRODES.
L. SUBMITTALS TO STRUCTURAL ENGINEER:
B. WELDERS SHALL 6E 05-CERTIFIED.
I. CONCRETE TEST REPORT FOR CAST -IN PLACE CONCRETE AS PER 301-2002.
8, WOOD FRAMING:
IL REINFORCING STEEL SHOP DRAWINGS.
A. WOOD FRAMING MEMBERS OTHER THAN TRU55E5 SHALL BE 42 SOUTHERN PINE
111. WOOD TRU55E5 LAYOUT,5HOP DRAWINGS AND ALL DE51GN DATA.
WITH A FIBER BENDING 5TRE53 AS PER ND5.
B. 51ZE3 SHOWN ARE NOMINAL
C. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS,
D. MOISTURE CONTENT SHALL BE 19% OR LESS,
3. CONCRETE:
E. PRE55URE•TREATW WOOD SHALL BE USED ONLY WHERE 5PECIFALLY NOTED IN
A. ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENT5 Of ACI 301-2002
THE DRAWINGS. NO FRAMING MEMBER SHALL BE Of PRE55URE-TREATED WOOD,
"51FECIFICATION5 FOR STRUCTURAL CONCRETE FOR BUILDINGS.'
UNLE55 OTHERWISE NOTED.
8. CONCRETE COMPU551VE STRENGTH AT 28 DAYS SHALL BE 3000 PSI FOR FOOTINGS 4
9. BALCONY AND TERRACE RAIL.(NG5 AND STAIR RAIl1NG5 SHALL. BE DESIGNED BY
3000 PSI COLUMNS AND BEAMS.
MANUFACTURERS REGISTERED ENGINEER IN THE STATE Of FLORIDA TO RESIST A LOAD
C. FORMWORK SHALL COMPLYWITH ACI 347-88,'RECOMMENDED
OF 50L65/FT. APPLIED IN ANY biRI CTION AT TOP OF SUCH BARRIER, PO5T5 5HALL
PRACTICE FOR CONCRETE WORK."
BE Pf5IGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMUN LOAD Of
D. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
200 LB3, HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST A LOAD Of
NOT LESS THAN 200 LBS, APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL.
E. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER
FORM CONCRETE CYLINDER TE5T5 AS FOLLOWS: FOUR CYLINDER TE5T5 fOR ANY
50 CUBIC YARDS OF CONCRETE POURED, OR THREE CYLINDER TESTS PER ANY DAY'3
Roof Sheathing
POUR LESS THAT 50 CUBIC YARDS. ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND
TWO AT 28 DAYS.
F. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY
PLYWOOD ROOF SHEATHING SHALL HAVE A NET THICKNE55 Of NOT LE55 THAN 510 WHEN
WITH ACI 30 I -96.
THE SPAN 15 NOT MORE THAN 24, AND SHALL HAVE STAGGERED JOINTS CONTINUOUS
G. CONCRETE MIX FOR BALCONIES SHALL HAVE ALL CORROSION INHIBITING ADDITIVES
OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
4 A- MINIMUM CONCRETE COMPRESSIVE 5TRENG OF 3000 P51
PLYWOOD ROOF SHEATHING SHALL BE NAILED WITH 104, COMMON NAILS WITH SPACING
NOT EXCEED 4,IN, OC AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS, 6 IN. ELSE
Design Loads:
WHERE. PROVIDE 2X4 IN. BLOCKING AT RIDGE AND HIP LINES W 3 - I Gd NAILS FROM
EACH SIDE, NAIL PLYWOOD TO BLOCKING AT 4 IN, OC,
ROOFDL::
Truss Bracing Notes
25 PST.
ILL: 30 P5f
I .TOP CHORD'15 BRACED BY PROPERLY ATTACHED PLYWOOD SHEATHING.
2-BOTTOM CHORD BRACING:
WIND LOAD:
TTjE BOTTOM CHORD SHALL
BE BRACED W12X4 @ 6-00 OC (RAT RUNS) ATTACHED WITH
A5CE 7-05
2 - 16d NAILS TO EACH
TRUSS.
15ULSI146MHE II
MAE
NAILS MAX
3�LLrHl�A�OINF CULGNAIQ41NP
CCEXCEEDS LENGTH AS
W16d MEMBER
EXPOSURE'C' IMPORTANCE FACTOR 1.0
SPECIFIED BY TRUSS DF51GN ENGINEER. SEE 5HOP DRAWINGS.
KO=1,0
4. DIAGONAL BRACING SMALL 8E 2X4 "X' BRACE NAILED TO OPPOSITE SIDE OF
WEB MEMBER AND REPEATED @ 2OFT. INTERVALS. ATTACHED W12 - I Cd NAILS @
EACH END TO CHORDS AND TO SIPE OF WEB OR CONT, LATERAL BRACE, DIAGONAL.
BRACE MAY BE TRAN5VER5E MORE THAN 2 TRU55E5 DEPENDING ON TRUSS HEIGHT.
Note:
I . All exterior ceilings must be constructed with 518' plywood. See 51Seathtng notes for nailing.
IN MY PROrMIONAL JUDGEMENT AND THE 5 5T
OF MY KNOWLEDGE AND BELIEF, Thf5E PLAN5 AND
5PECIFICATION5 COMPLY WITH THE FLORIDA BUILDING CODE.,
CONCRETE COLUMN SCHEDULE
MARK
DIMEN51ON5
LONG REINF.
TRAN5V REINF.
REMARKS
TC
8" X 12"
4 # 5
#3 @ 8" O.C.
CONCRETE COLUMN
TC !
5EE COLUMN DIAGRAM
G # 5
#3 @ 8" O.C.
CONCRETE COLUMN
C I
12" X 12"
4 # G
#3 @ 8" O.G.
CONCRETE COLUMN
C2
g" X 12"
4 # G
#3 @ 8" O.C.
CONCRETE COLUMN
COLUMN DIAGRAM
SCALE: 34' = t O"
-11 l / f7. SC- -An!
TYPICAL TIE. DEAM * WALL fOOTI NG
N.T.5
E IFY
DROP DOWN T.B. ADD
2N5 BOTTOM EXTEND UONG REINF,
4' MIN INTO FILLED CELIL,
1 #5 @BOTH SIDES
Of THE OP) NING.(fYP))
IN C.L. OF FILLED CELL-5
fILL CELL REINF.(5EE FLAN)
TYP. DETAIL NEW OF WINDOW OPENING.
N.T.5
NEW BLOCK WALL..
OR EMPTY BPACE
n-j A- co n noo, ioa
B. ADD
LED CELL.
INF.
I! 1 p. 5EC I IOC V l,J TAI 1i'Ait
(CONN. OF NEW 5TRUCT. TO THE EX15T, WALL) ._
N.T.S.
TYP, DETAIL Of DOOR OPENING,.-
N.T.5
TYP, DETAIL Of
TO BE CLOSED.
N.T.5
EX15TING TIE BEAM
13f,lt,UING
SFNUC:It) l-lL
ROOF q
ERFY
ZILL 4 EPDXY #5 REBAR @ I G' O.C.
r 7 1/2" EMB. (TYP).
L.L. W/ 5000 P51 CONCRETE,
FA5TING SLAB
(TYP.)
IL SO,
: pti.•' �Er�g�:
I1c 56-02
Denis K S r
RE, 56902 S,t. 204E ,
Solver Structural Partnership, Inc,
7500 N.1W, 25th 3T PhQno:(306) 692-9396
Miami, Florida 33122 Fax: (306) 599-9347
I �ftl: so rstruct@c.s,com
Partne ship, In DESIGN - INSPECTION - INVESTIGATION • REPORTS
DRAWN
sL-
CHECKIO
JCS
GATE
SCALD
AS NOTED
JOB NO.
2008
$HEET INQEX
SHEET NUMBER
Si16,
-.-Ill I