10-344-013FOOTINGS AND COLUMNS SCHEDULE
ALL SUMS- SHALL BE A MINIMUM OF 4"THICK (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 SLAB AND FILL
EXISTING CONC.TIE
BEAM
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
MEAM:
A.
ALL CAST -IN -PUCE CONCRETE TIE MEAM IN THIS JOM SHALL ME
REINFORCED WITH 4 # 3 TIES AT 12" O.C. AT THE CORNERS AND
AT EACH SIDE OF TIE COL. AND AT 415" O.C. ELSEWHERE
B.
CONTINUITY OF THE REINFORCING SHALL ME PROVIDED AT CORNERS BY BENDING
TWO 2 BARS FROM EACH DIRECTIONS AROUND THE CORNER 30 INCHES OR MY ADDING
TWO 2 # 5 BARS WHICH EXTEND 30 INCHES EACH END FROM THE CORNERS.
3. CONCRETE:
A.
ALL CAST -IN -PUCE CONCRETE IN THIS JOB SHALL ATTAIN A
D(
MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS OF 4000
P.S.I.
M.
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 BE REINFORCED WITH 1 # 9 UDDER TYPE HORIZ. REINFORCEMENT
SPACED EVERY OTHER COURSE.
Ld
D.
ALL MASONRY WALLS ARE DESIGNED AS HEARING WALLS, AND SHALL BE
IN PUCE BEFORE SLAMS, MEAMS AND COLUMNS ARE POURED. ALL
co
HEARING MLOCK 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"CONCRETE a" 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 BE STOPPED
EXISTING CONC.
FOOTING
1-1/2" BELOW THE UPPERMOST UNIT.
D-5.
GROUT SHALL WE POURED IN LIFTS NOT TO EXCEED 4' MAXIMUM.
"
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 BARS. FILL
HOLES WITH SIKADUR-31 HI -MOD
DXY GRPUT OR EQUAL
MRF INSTRUCTIONS
MIN 6" EMBED
)P & BOTTOM)
2#5 IN CONC.
FILLED CELL
XISTING CBS
AAS. WALL
2#5
VERT. DOWELL
E.
PROVIDE 1-9 HORIZONTAL JOINT REINFORCEMENT UDDER TYPE @ 16 O.C.
NEWnFC1 O N EXIST. WALL
DETAIL
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 BE HELD IN
POSITION AT THE TOP AND BOTTOM OF THE CELL TO ME GROUTED.MINIMUM LENGTH
8"X12" CONC.TIE BEAM
OF UP SPICES =48 MAR DIAMETERS TYPE "M" MORTAR 2,500 PSI SHALL BE USED
2 5 CONT.
TO PUCE ALL UNITS . CONTRACTOR SHALL PROVIDE CLEAN OUT OPENING AT THE
ELEV.- SEE PUN
-
BOTTOM OF ALL CELLS TO ME GROUTED AND AT ALL REINFORCING SPLICES LOCATION
FOR PROPER VISUAL INSPECTION OF CONTINUOUS CONCRETE FLOW.REINFORCED UNITS
MASONRY SHALL ME IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR THE DESIGN
AND CONSTRUCTION OF LOAD HEARING CONCRETE MASONRY OF THE NATIONAL CONCRETE
MASONRY ASSOCIATION AND THE PROVISIONS OF ACI 531, "MUILDING CODE REQUIREMENTS
FOR CONCRETE MASONRY ".--F---ADD
2
4. WOOD:
WHEN T.B DEPTH EXC
WOOD FRAMING MEMMERS OTHER THAN TRUSSES SHALL ME #2 SOUTHERN
36" ADD #4 "1" BARS
�-�
PINE WITH A FIBER BENDING STRESS OF 1200 PSI, SIZES SHOWN ARE
EA FACE "SPACED AT A
NOMINAL.
DISTANCE= d6
5. REINFORCING
STEEL:
:E:
I
A.
REINFORCING STEEL SHALL BE DETAILED AND PLACED IN
ACCORDANCE WITH ACI 31 a-a9.
B.
REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO
I
ADD
7 BOT.
F T.B
ASTM A 615, GRADE 60.
C.
ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
STD. H K TYP.
D.
REINFORCING TO BE HELD SECURELY IN POSITION WITH STANDARD
ACCESSORIES DURING PLACING OF CONCRETE.
"
WINDOW OPEN G
S'
E.
ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS
(HEARING END)
(BEARING END)
AT DISCONTINUOUS EDGES.
F.
ALL MOTTOM MARS SHALL HEAR 6" MINIMUM OVER SUPPORTS,
u.o.N.
TIRRUP SPACING AT 12" MAX
BEAM DROP DETAI
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 is #3 TIE 0 36"0/
(FORMED FACES):
A. #6 BARS AND LARGER ..........................2
B. #5 BARS AND SMALLER .........................1 1/2
C. CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND: a"X16" CONC. BLOCK
A. SUBS AND WALLS.............................3/4 W/ i�g WIRE REINF. TRUSS TYP.
M. MEAMS AND COLUMNS ...........................1 1/2 ( )
7. STRUCTURAL STEEL:
A. STRUCTURAL STEEL SHALL COMPLY WITH RISC "SPECIFICATIONS
FOR DESIGN, FAMRICATION AND ERECTION FOR STRUCTURAL STEEL EVERY OTHER COURSE
MUILDINGS," LATEST EDITION.
B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM
A 36.
C. ANCHOR BOLTS 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 M, FY= 46 KSI.
a. WELDING:
A. WELDING SHALL BE DONE WITH E-70 ELECTRODES. CD
I
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 1#6 IN CONC. FILLED CELL
PRIOR TO CONTRACTOR'S SUMMITTAL OF SHOP OR WORKING DRAWINGS @ 40" O.0
FOR REVIEW. `'--
10. SUBMITTALS TO STRUCTURAL ENGINEER:
A. REINFORCING STEEL SHOP DRAWINGS.
M. TRUSSES SHOP DRAWINGS AND DESIGN DATA. 3/4" TEXTURE STUCCO
C. STRUCTURAL STEEL SHOP DRAWINGS.
11. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL 4" C NC B 0 yyE ��CC MW��TEpp� FALL
APPLICAMLE FEDERAL, STATE, AND LOCAL ORDINANCES, INCLUDING THE W/ 6 x -'WU4 x1.4 .1r� (T1T. v. 0 N.)
SOUTH FLORIDA BUILDING CODE, LATEST EDITION.
12. DIMENSIONS AND CONDITIONS:
ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED MY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY
DISCREPANCIES SHALL ME MROUGHT 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 & SAFETY:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. III
CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY MRACING AND SHORING, IS THE SOLE RESPONSIMILITY
OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES.
14. PROTECTION OF EXISTING CONSTRUCTION: III
EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT -I
CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT I I I I: THEM AND TO PROVIDE FOR SAFETY.
15. CONSTRUCTION LOADS:
IT IS THE RESPONSIMILITY 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 BFFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND
STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.
WF 36
SECTION 6
N.T.S
EXISTING CONC.TIE BEAM
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 BARS. FILL
HOLES WITH SIKADUR-31 HI -MOD
DXY GRPUT OR EQUAL
MRF INSTRUCTIONS
MIN 6" EMBED
)P & BOTTOM)
1#5 IN CONC.
FILLED CELL
XISTING CBS
VIAS. WALL
3"Xi" WINDOW SILL1 #5
W/2#5
1#5
VERT. DOWELL
EXISTING CONC. FOOTING
NEW LC)ON EXIST. WALL DETAIL
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ Ad RING SHANK NAILS
0 6" k W/ 10d NAILS 0 4" 0 FDGF 70NF (4'
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 MEMBER
(EXIST. WOOD ROOF
CONNECTOR
RB-2
SECTION 4
SCALE 3/4" = l'-O"
5/9" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ Ad RING SHANK NAILS
@ 6" & W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-t
CRICKET
2X8 WOOD JOIST 0 1
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.
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ Ad RING SHANK NAILS
0 V k W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-B"
r'
EL. 12'-5" 2X8 WOOD JOIST 0 16" O/C
BEYOND _--
e
(2) 5/8" DIAM. A- 325
(3)4"Xa" WOOD BEAM - `� TRHU BOLTS
NAILED TOGETH R W/lOd NAILS 0 ED 4-1/2" 0 A-307 ANCHOR
1 /4 "U" SADDLE11 (��BLE TIES NG
CLOSED TIES 71
3/ 6„
VERT. REINF.
DOWELS SAME SIZE
& NO. AS VERT. BAR
EL, SEE PLANK
GROUND FLOORY x-x-x-x-x- '` x
_ _ _ r
I I -I I I-_ I I I -I I I-- "
CD -III -III I I I-1-1
Ln
I
/2" EXP. JOINT
WELDED WIRE FABRIC
x --- x x- x- x- x- x
1 1/2-
`6 MIL VISQUEEN
V)
Y �
�- FOOTING
(SEE SCHEDULE)
III-
3" CL.
44 UNDISTURBED
LIMEROCK
STD. HOOK
TYPICAL COLUMN( -FOOTING DETAIL-
N. T. S.
GRADE
I-
co
Z
CONC. COL.
BEYOND
2X4 WOOD MEMBER
(.EXIST. WOOD ROOF
CONNECTOR 2Q
EXIST. TO
SECTION 1
SCALE 3/4" = 1'-O"
EL. 12'-5"
EXIST. a" CMU HEARING WALL
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ ad RING SHANK NAILS
@ 6" k W/ 10d NAILS 0 4" @ EDGE ZONE (4'
EL. +9'-0" OlL
(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.
EL. 1 l'-V
5/8" "CDX" PLYWOOD NAILED
TO EVERY SUPPORT W/ ad RING SHANK NAILS
0 6" Ac W/ 10d NAILS 0 4" 0 EDGE ZONE (4'-
NVRT-20 CONNECTED TO EA MEMBER
W/(7) lid NAILS INTO EA MEMBER
2X8 WOOD JOIST 0 16" O/C
((3)4"Xi",WOOD BEAM /
NAILED TOGETHER W/1 Q� NAILS 0 6" STAGERED
SECTION 2
f� SCALE 3/4" = 1'-O"
1 1/2" CIRCULAR HOOK.
CL. 1 4 L1
-6 IN.
r'E" BARS
\ a"
2X8 W OD JOIST 0 16" O.0
- CONNECTOR Q3
CONC. COL.
BEYOND
MIST. WOOD ROOF
CONNECTOR 1Q
RI-1
SECTION 5
SCALE 3/4" = l'-O"
CONC. COL.
BEYOND
PREFAB WOOD
TRUSS
SEE PUN FQR
CONNECTOR CD
12"
12"
STANDARD HOOK
�TB
a" CMU WALL,
SECTION 3
3/4"
"C" BARS (TOP OVER EACH SUPPORT) WHERE BARS DIFFER IN TWO
' 1.5
VERTICAL REINF. IN CONC.FILLED CELL
(SEE FOUNDATION FOR LOCATION)
mk-'11
x
CITE" OF �Mfll
Bi lILDIN PE -PT.
STFtkJCj'L1RAL. S CT10N
A
ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS
SCHEDULED SHALL BE USED.
TOP CONT. (CONTINUOUS TOP BARS) UP IN MIDDLE
1/3 OF SPANS WHERE REQUIRED.
i 1/3 LMMR 1(�3 L 1/3 MAW OV3 L2 GREATER OF 5„
-� 36 DIAL P L3 OR 1/3 l„2, CL.
BARS
3'-6" MIN. 3'-6" MIN 3'-6" MIN. TTT-
" 6" 6" N
6r L CONT.
_ �, "I" BARS
6 6"
MIN. ALL REINF. STEEL IN SAME
STIRRUP SPACING AS
LAYER UNLESS OTHERWISE NOTED. SCHEDULED.
2" FIRST STIRRUP SPACED
FROM FACE OF SUPPORT.
L1 L2
NOTES:
1. "L" INDICATES THE URGER 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. UP.
3. "1" BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF BEAM.
TYPICAL BEAM REINF. PLACING DIAGRAM
N. T. S.
C1_ U O r-
Of�2t1)Ln
1- 0rnLv,
N Ln
E z `r'
0
M
cn ' w =
CD
c.0
00
LJ
U
Q
W
M
d'
M
M
r w
C)
O
f
0
00 0
0 �10
O
O
0 00
rLLJ
l�/ J
0
L�
O
n
REVISION(
REVISION2
REMSION3
REVISION4
w
S 3