10-344-012w
FOOTINGS AND COLUMNS SCHEDULE
ALL SLABS SHALL QE A MINIMUM OF 4"TIHICK (3000 PSI AT 28 DAYS MINIMUM)
/ WITH 6" X 6" - 10/10 W.W.M. ON WELL COMPACTED FILL AND WITH A 6 MIL
VAPOR BARRIER BETWEEN SLAM AND FILL...
GENERAL STRUCTURAL NOTES
2. SOIL STATEMENT:
INSPECTION OF THE SITE INDICATES UNDISTURBED SAND AND LOOSE
ROCK WITH A BEARING PRESSURE CAPACITY OF 2,000 PSF.
IF ANY OTHER CONDITION ARE ENCOUNTERED ARCHITECT SHALL BE NOTIFIED
BEFORE CONTINUING WITH WORK.
2. TIE BEAM:
A. ALL CAST -IN -PUCE CONCRETE TIE BEAM IN THIS JOB SHALL BE
REINFORCED WITH 4 # 3 TIES AT 12" O.C. AT THE CORNERS AND
AT EACH SIDE OF TIE COL. AND AT 48" O.C. ELSEWHERE
M. CONTINUITY OF THE REINFORCING SHALL BE PROVIDED AT CORNERS MY BENDING
TWO MARS FROM EACH DIRECTIONS AROUND THE CORNER 30 INCHES OR BY ADDING
TWO �2�
2 # 5 MARS WHICH EXTEND 30 INCHES EACH END FROM THE CORNERS.
3. CONCRETE:
A. ALL CAST -IN -PUCE CONCRETE IN THIS JOB SHALL ATTAIN A
MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS OF 4000
P.S.I.
B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI
301-89 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS."
C. CONCRETE BLOCK WORK SHALL CONFORM TO ALL REQUIREMENTS
AND SHALL ME REINFORCED WITH 1 # 9 LADDER TYPE HORIZ, REINFORCEMENT
SPACED EVERY OTHER COURSE.Ld
D. ALL MASONRY WALLS ARE DESIGNED AS BEARING WALLS, AND SHALL BE
N
IN PLACE BEFORE SLABS, BEAMS AND COLUMNS ARE POURED. ALL
"
BEARING BLOCK UNITS SHALL CONFORM TO ASTM C 90, "STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY
UNITS," MORTAR SHALL CONFORM TO ASTM C270, TYPE "M".
D-2. GROUT FOR THE CELLS TO BE 3000 PSI MINIMUM "PEA- GRAVEL"CO NC RETE 8" TO 11" SLUMP.
D-3. MASONRY WALLS SHALL CURE AT LEAST THREE DAYS TO GAIN STRENGTH BEFORE
POURING GROUT.
D-4. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER,THE GROUT SHALL ME STOPPED
1-1/2" BELOW THE UPPERMOST UNIT.
D-5. GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED 4' MAXIMUM,
E. PROVIDE 1-#9 HORIZONTAL JOINT REINFORCEMENT UDDER TYPE 0 16" O.C.
NEW
THE CONTRACTOR SHALL ENSURE THE VERTICAL CONTINUITY OF ALL CELLS TO
BE FILLED AND SHALL MAINTAIN THOSE CELLS FREE AND CLEAR OF ANY AND
ALL DEBRIS TO PROVIDE A CONTINUOUS AND UNOBSTRUCTED WALL CAVITY FOR
MAXIMUM HEIGHT OF 12 FEET. ALL VERTICAL REINFORCEMENT SHALL ME HELD IN
POSITION AT THE TOP AND BOTTOM OF THE CELL TO ME GROUTED.MINIMUM LENGTH
OF LAP SPICES =48 BAR DIAMETERS TYPE "M" MORTAR 2,500 PSI SHALL BE USED
TO PLACE ALL UNITS . CONTRACTOR SHALL PROVIDE CLEAN OUT OPENING AT THE
ELEV.= SEE PUN
BOTTOM OF ALL CELLS TO BE GROUTED AND AT ALL REINFORCING SPLICES LOCATION
FOR PROPER VISUAL INSPECTION OF CONTINUOUS CONCRETE FLOW.REINFORCED UNITS
MASONRY SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR THE DESIGN
AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY OF THE NATIONAL CONCRETE
MASONRY ASSOCIATION AND THE PROVISIONS OF ACI 531, "BUILDING CODE REQUIREMENTS
-
FOR CONCRETE MASONRY ".
4. WOOD:
WHEN T.R DEPTH EXCED_`
WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE #2 SOUTHERN
36" ADD #4 "1" BARS,
PINE WITH A FIBER MENDING STRESS OF 1200 PSI. SIZES SHOWN ARE
EA FACE SPAQED AT A
NOMINAL.
DISTANCE= d 6 -
5. REINFORCING STEEL:
A. REINFORCING STEEL SHALL ME DETAILED AND PLACED IN
ACCORDANCE WITH ACI 318-89.
B. REINFORCING STEEL SHALL BE DEFORMED MARS CONFORMING TO
ASTM A 615 GRADE 60
-
EXISTING CONC.TIE QEAM
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 BARS. FILL
HOLES WITH SIKADUR-31 HI -MOD
)XY GRPUT OR EQUAL
MRF INSTRUCTIONS
MIN 6" EMBED
)P & BOTTOM)
2#5 IN CONC.
FILLED CELL
EXISTING CBS
OAS. WALL
2#5
VERT. DOWELL
EXISTING CONC. FOOTING
ON EXIST. WALL DETAIL
8"X12" CONC.TIE REAM
2#5CONT.
D2
ADD A#7 NOT. OF T.B
C. ALL WELDED 'WIRE FABRIC SHALL CONFORM TO ASTM A 185. STD. H K TYP.
D. REINFORCING TO ME HELD SECURELY IN POSITION WITH STANDARD " WINDOW OPEN G H'
ACCESSORIES DURING PLACING OF CONCRETE.
E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCONTINUOUS EDGES. (BEARING END) (REARING END)
F. ALL BOTTOM BARS SHALL BEAR 6" MINIMUM OVER SUPPORTS, DETAI TIRRUP SPACING AT 12" MAX
U.O.N. BEAM DROP
6. MINIMUM CONCRETE OVER REINFORCING; MINIMUM CLEAR COVER,
IN.
A. CONCRETE AGAINST AND PERMANENTLY EXPOSED
TO EARTH (UNFORMED FACES).......................3 8"X12" CONC. CAP W/4#5 BARS
M. CONCRETE EXPOSED TO EARTH OR WEATHER k #3 TIE 0 36"0/
(FORMED FACES):
A. 6 BARS AND LARGER ..........................2
B. 5 MARS AND SMALLER .........................1 1/2
C. CONCRETE NOT EXPOSED TO WEATHER OR IN 0
CONTACT WITH GROUND: 8"X16" CONC. BLOCK
A. SUBS AND WALLS.............................3/4 W/ �9 WIRE REINF. TRUSS TYP.)
M. BEAMS AND COLUMNS ...........................1 1/2
7. STRUCTURAL STEEL: EVERY OTHER COURSE
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS
FOR DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL
BUILDINGS," LATEST EDITION.
B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM
A 36.
C. ANCHOR MOLTS SHALL CONFORM TO ASTM A 307.
D. BOLTS SHALL CONFORM TO ASTM A 307.
E. STRUCTURAL STEEL TUBE COLUMNS SHALL CONFORM TO ASTM A
590, GRADE B, FY= 46 KSL
8, WELDING:
A. WELDING SHALL ME DONE WITH E-70 ELECTRODES.
9. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING
STRUCTURES AFFECTING NEW CONSTRUCTION PRIOR TO COMMENCING ANY
WORK. ANY VARIATIONS IN ACTUAL FIELD CONDITIONS/DIMENSIONS
FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO
THE ARCHITECT/ENGINEER FOR DETERMINING THE NEED OF REDESIGN
PRIOR TO CONTRACTOR'S SUBMITTAL OF SHOP OR WORKING DRAWINGS
FOR REVIEW.
10. SUBMITTALS TO STRUCTURAL ENGINEER:
A. REINFORCING STEEL SHOP DRAWINGS.
B. TRUSSES SHOP DRAWINGS AND DESIGN DATA.
C. STRUCTURAL STEEL SHOP DRAWINGS.
11. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL
APPLICABLE FEDERAL, STATE, AND LOCAL ORDINANCES, INCLUDING THE
SOUTH FLORIDA BUILDING CODE, LATEST EDITION.
12. DIMENSIONS AND CONDITIONS:
ALL DIMENSIONS AND CONDITIONS SHALL ME VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE
PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE,
REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER.
13. METHODS Ic SAFETY:
THE CONTRACTOR SHALL 9E RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION,
CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES
14. PROTECTION OF EXISTING CONSTRUCTION:
EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT
CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT
THEM AND TO PROVIDE FOR SAFETY.
15, CONSTRUCTION LOADS:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS.
16. CONFLICTS IN DOCUMENTS:
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD
CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND
DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND
STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.
1 #6 IN CONC. FILLED CELL
0 40" O.0
3/4" TEXTURE STUCCO
W/ 64 x C6QNC.W'1:4IxON11:4E .F,M(P1lT.EU. F�L N.)
I
w
CL
CD
EXISTING CONC.TIE BEAM
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 BARS. FILL
HOLES WITH SIKADUR-31 HI -MOD
JXY GRPUT OR EQUAL
MRF INSTRUCTIONS
MIN 6" EMBED
)P k BOTTOM)
1 #5 IN CONC.
FILLED CELL
EXISTING CBS
VIAS. WALL
8"Xi" WINDOW SILL1 #5
W/2#5
1#5
VERT, DOWELL
EXISTING CONC. FOOTING
NEW[C ON EXIST. WALL DETAIL
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ 8d RING SHANK NAILS
0 6" k W/ 10d NAILS 0 4" ® EDGE ZONE (4'-
co
EL. 12'-5"
- 1
-o
12XIPjj
NAILED GETH
DOWELS SAME SIZE
NO. AS VERT. II
EL. SEE PUN
GROUND FLOORNP
CDla I a I I -I I I- "
'Ill III III�II .;!
i
mi
ry
00
V H
'I I
WF 36
SECTION 6
N.T.S
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ 8d RING SHANK NAILS
0 6" W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-8
CRICKET
2X8 WOOD JOIST 0 1
EL. +9 -0'
(FIELD VERIFY)
2X4 TO BE CONNECTED TO EA. MEMBER W/14ga GALV. STEEL STRAP
W/(4) 16d NAILS INTO MEMBER AND INTO 2X4. TYP.
REMOVE EXIST WOOD BEAM ONLY AFTER
AJUST, PORT SHORE
TO SUPPORT EXISTING ROOF
PRIOR TO THE START OF WORK
IN THIS AREA THE CONTRACTOR SHOULD
COORD. FIRST W/ ARCHITECT/ENGINEER.
2X4 WOOD M
(EXIST. WOOD ROOF
CONNECTOR Q
RB-2
SECTION 4
SCALE 3/4" = 1'-O"
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ Rd RING SHANK NAILS
0 6" & W/ 1Od NAILS 0 4" 0 EDGE ZONE (4'-8
CRICKET
2X8 WOOD JOIST 0 16"
EL. +9'-0" I /
(FIELD VERIFY)
--' 2X4 TO BE CONNECTED TO EA. MEMBER W/14ga GAL
W/(4) 16d NAILS INTO MEMBER AND INTO 2X4. TYP.
2X8 WOOD JOIST 0 16" O/C
BEYOND Y --
(2) 5/8" DIAM. A- 325
TRHU MOLTS
44U-11S/2"0 LAp-307 ANCHOR
--- D 11gTIES NG
CLOSED TIES Cl
VERT. REINF.
-4/2" EXP. JOINT
WELDED WIRE FABRIC
EL. 12'-5"
x-x x-x- x- x- x
CONC. COL.
BEYOND
20 WOOD MEMBER
\EXIST. WOOD ROOF
CONNECTOR Q
EXIST. TI
EXIST. 8" CMU BEARING WALL
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ id RING SHANK NAILS
0 6" k W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-8
NVRT-20 CONNECTED TO EA MEMBER
W/(7) 16d NAILS INTO EA MEMBER
2X8 WO D JOIST 0 16" O/C
'--6 MIL VISQUEEN 12X 3))4x8 WO BEAM /
N NAILED TOGET R((W/10d NAI 0 6" STAGERED
Y FOOTING
(SEE SCHEDULE)
III
3" cL. SECTION 2
-III IIIII
I I II I II j- UNDISTURBED SCALE 3/4"
LIMEROCK
STD. HOOK
TYPICAL COLUMN -FOOTING DETAIL
N.T.S. "C" BARS (TOP OVER EACH SUPPORT) WHERE BARS DIFFER IN TWO
ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS
SCHEDULED SHALL BE USED.
TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE
1/3 OF SPANS WHERE REQUIRED.
CL1/2" CIRCULAR HOOK. 1/3 LCIREWR 1(�3 Ll 1/3 VEAW OV3 L2 GREATER OF i 7
NOTES:
1. 1" INDICATES THE LARGER OF ADJACENT SPANS.
2. WHERE BOTTOM BARS ARE INDICATED AS CONTINUOUS
WITH ADJACENT SPANS, SPLICES, WHERE NEEDED, SHALL
BE MADE IN THE END 1/3 OF SPAN WITH 24 DIA. LAP.
3. "1" MARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF REAM.
TYPICAL BEAM REINF. PLACING DIAGRAM
N. T. S.
_ CONNECTOR Q
CONC. COL.
BEYOND
CONC. COL.
(SEE SCHEDULE)
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ 8d RING SHANK NAILS
0 6" W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-8"K
EL. +9'-0"
OIL
(FIELD VERIFY)
REMOVE EXIST WOOD BEAM ONLY AFTER
AJUST. PORT SHORE '
TO SUPPORT EXISTING ROOF
PRIOR TO THE START OF WORK
IN THIS AREA THE CONTRACTOR SHOULD
COORD. FIRST W/ ARCHITECT/ENGINEER.
\_EXIST. WOOD ROOF
CONNECTOR D
RI-1
CONC. COL.
BEYOND
SECTION 5
PREFAB WOOD
TRUSS
SEE PLAN FU
CONNECTOR 1
12"
31- �-
EL. 111 1.5
'-9" 12"
STANDARD HOOK
8"
TI
2X8 W OD JOIST 0 16" 0.0
/-S" CMU WALL,
SECTIONS
3/4" = 1'-0"
2- 3/4" DIA. KWIK BOLT II
BY "HILTI" W/ 4 3/4" MIN.
IV
12 X12"X3/4" R
1 /4" FILLET
/ WELD INSIDE
2- 3/4" DIA. KWIK BOLT II
BY "HILTI" W/ 4 3/4" MIN.
EMBED IN CONC.
A 36
A 8"X36"X1/2" FOLDED P
INSIDE WIDTH 7" MIN.
FRONT VIE 1
IFT CAPACIT
CON N ECTO 5
SCALE 3/4', 1'-n"
VERTICAL REINF. IN CONC.FILLED CELL
(SEE FOUNDATION FOR LOCATION)
2- 3/4" DIA. KWIK BOLT II
BY "HILTI" W/ 4 3/4" MIN.
EMBED IN CONC.
A 36
12"X12"X3/4" It
- HOLES FOR 5/8" DIAM.
TRHU BOLTS
A 36
i"X36"X1/2" FOLDED P
INSIDE WIDTH 7" MIN.
/`` ISOMETRIC
n n
\ BOLT
A 36
8" 36"X1/2" FOLDED It
INSIDE WIDTH 7" MIN,
SECTION A
(11 T'Y' OF S O U T,4 N1 A N11
BUILDING DEFT
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