11-32-008STRUCTURAL NOTES
1. GENERAL NOTES
A. ALL CONSTRUCTION SHALL BE MADE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2007
EDITION & PLANS OF ALL DISCIPLINES. THE CONTRACTOR SHALL VERIFY ALL PLANS,
DIMENSIONS AND EXISTING CONDITIONS, AND NOTIFY IN WRITING TO THE ENGINEER, PRIOR TO
CONSTRUCTION, OF:
o. ANY CONFLICTING DETAIL OR DISCREPANCY WITHIN PLANS, SPECIFICATIONS, OR
BETWEEN THEM.
b. ANY INTERFERENCE OF NEW WITH EXISTING CONSTRUCTION TO REMAIN, OR OF
INSERTS, CONDUITS, OPENINGS OR ANY INSTALLATION WITH ANY STRUCTURAL
ELEMENT, NEW OR EXISTING.
c. ANY MISSING INFORMATION (DIMENSIONS SHALL NOT BE SCALED FROM PLANS)
d. ANY DISCREPANCY WITH FIELD VERIFIED EXISTING CONDITIONS INCLUDING, BUT NOT
LIMITED TO, DETAILS, SIZES, ELEVATIONS AND DIMENSIONS OF, TO, OR FROM EXISTING
ELEMENTS AND /OR INSTALLATIONS.
B. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND TAKE ALL THE MEASURES NECESSARY,
SO THAT ALL CONSTRUCTION, DEMOLITION. EXCAVATION SHALL BE MADE AND PROTECTED AS
TO PREVENT FAILURE OF SIDES OR SLOPES, HARM TO LIFE, PROPERTY, AND TO ANY EXISTING
STRUCTURE.
C. PROVISION FOR DETAILS NOT SPECIFICALLY SHOWN SHALL BE MADE BY THE CONTRACTOR IN
ACCORDANCE WITH RECOMMENDED STANDARD PRACTICES AND /OR CLARIFIED WITH THE A/E IN
WRITING PRIOR TO PRICING AND CONSTRUCTION.
DETAILS AND SECTIONS SHOWN IN THE DRAWINGS SHALL BE CONSTRUED TO APPLY TO SIMILAR
CONDITIONS ELSEWHERE IN THE PROJECT, UNLESS A DIFFERENT DETAIL OR SECTION IS SHOWN.
2. CONCRETE
A. ALL CAST IN PLACE CONCRETE SHALL BE READY MIX, SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 3000 psi AT 28 DAYS.
B. CLEAR CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOW:
e. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...............3"
f.FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
GRADE BEAMS.. ......... .............................2"
................. ...............................
GROUND FLOOR SLAB (W/ VAPOR BARRIER) ........... ..............................1 1/2'
ELEVATED SLAB ......1 1/2-
g. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:
SLABSAND WALLS ....................................................... ...........................3 /4"
BEAMS AND COLUMNS ............................................... ..............................1 1/2-
C. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE
(ACI 318) CHAPTERS 3, 4, 5, 6 AND 7, THE ACI DETAILING MANUAL (ACI 315), AND THE
SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).
0. FORMWORK SHALL COMPLY WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE WORK"
E. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
F. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE
CYLINDER TESTS AS FOLLOWS:
e. FOUR CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR THREE
CYLINDER TESTS PER ANY DAYS POUR LESS THAT 50 CUBIC YARDS.
f. ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND TWO AT 28 DAYS.
G. CONCRETE WATER CEMENT RATIO FOR EXTERIOR STRUCTURES SHALL NOT EXCEED 0.45 BY
WEIGHT.
H. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET CONFORMING
TO ASTM DESIGNATION A615. GRADE 60.
I. REINFORCING STEEL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE
SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT
WITH THE LATEST STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUPPLY THE ENGINEER
THREE COPIES OF SHOP DRAWINGS A MINIMUM OF TWO WEEKS PRIOR TO PLACEMENT. THE
REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE
STRUCTURAL DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY
THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPERSEDE THE
STRUCTURAL DRAWINGS.
J. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 318 -02
K. REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING
PLACING OF CONCRETE.
L ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCONTINUOUS EDGES OR
ENDS.
M. ALL BOTTOM BARS SHALL BEAR 6' MINIMUM OVER SUPPORTS, U.O.N.
3. MASONRY
A. ALL MASONRY CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530), "SPECIFICATION FOR MASONRY
STRUCTURES" (ACI 530.1) AND THE FLORIDA BUILDING CODE 2007 (LATEST REVISION).
B. ALL MASONRY WALLS SHALL BE BUILT ON CONCRETE MASONRY UNITS (CMU) CONSISTING OF
LOAD BEARING TYPE, HOLLOW CONCRETE BLOCKS OF 2 CELLS, COMPLYING WITH ASTM SPEC.
C -90, GRADE N, OF THICKNESS SPECIFIED IN PLANS AND WITH A MIN. MASONRY UNIT
COMPRESSION STRENGTH 3750 PSI ON NET AREA (MIN. fm =2500 PSI)
C. THE MORTAR SHALL BE OF TYPE "M', OF PORTLAND CEMENT AND CONFORMING TO ASTM SPEC.
C -476, HAVE A MIN. COMPRESSION STRENGTH OF 2500 PSI., AND BE PLACED WITH A SLUMP
OF 9" + OR - 1'. THE VERTICAL REINFORCEMENT SPECIFIED IN PLANS SHALL BE HELD FIRMLY
AT WALL CENTER WITH GALVINIZED POSITIONERS. HORIZONTAL JOINT REINFORCEMENT SHALL BE
PROVIDED CONSISTING OF 9 GAGE LADDER TYPE REINF., SPACED VERTICALLY A 16' AND
EXTENDING 4' MIN. INTO TIE COLUMNS.
D. THE GROUT FOR FILLING THE CELLS SHALL COMPLY WITH ASTM SPEC. C -476, HAVE A MINIMUM
COMPRESSION STRENGTH OF 3000 PSI, AND BE PLACED WITH A SLUMP OF 9" t1 ".
E. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN
CLEAR, UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING NOT LESS THAN 2' BY 3"
IN SIZE. PROVIDE ONE CLEANOUT AT BOTTOM OF EACH GROUTED CELL.
F. GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCURRED, BUT IN NO CASE MORE
THAN 90 MINUTES AFTER THE MIX - DESIGNED WATER HAS BEEN ADDED.
G. GROUTING SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING 4' -0" AND A
MAXIMUM POUR OF 12' -0'.
H. GROUTING SHALL BE CONSOLIDATED BETWEEN LIFTS BY PUDDLING, RODDING OR MECHANICAL
VIBRATION.
I. GROUT SHALL NOT BE USED TO CAST TIE COLUMNS OR TIE BEAMS.
J. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIAMETER LAP SPLICES,
PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS FOR LAP INSPECTION AND VERIFYING
THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT.
4. SHOP DRAWNGS
A. THE CONTRACTOR (G.C.) SHALL SUBMIT TO THE A/E FOR REVIEW AS TO CONFORMANCE WITH
THE DESIGN CONCEPT AND CRITERIA, SHOP- DRAWINGS, STAMPED AS APPROVED BY THE G.C.,
FOR ALL REINFORCED CONCRETE, STRUCTURAL STEEL, RAILINGS & WOOD TRUSSES.
5. EXPANSION BOLTS
A. EXPANSION BOLTS SHALL BE HILTI KWIK BOLT -3 OR APPROVED EQUAL. INSTALL EXPANSION
BOLTS ACCORDING TO MANUFACTURER'S SPECIFICATIONS.
6. TRUSS BRACING NOTES
A. TRUSSES SHALL BE LATERALLY BRACED WITH CONTINUOUS 2X4 MEMBERS NAILED WITH 2 -16d
NAILS TO THE UPPER SIDE OF THE BOTTOM CHORD AT PANEL POINTS BUT NOT TO EXCEED
10' -0' APART. THIS LATERAL BRACING SHALL BE RESTRAINED AT EACH END AND AT 20' -0"
INTERVALS. SEE TYPICAL BRACING DETAILS
B. SEE TRUSS SHOP DRAWINGS FOR ADDITIONAL BRACING REQUIREMENTS.
7. TRUSS SHOP DRAWING
DRA�NGS
C. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH DIFFERENT TRUSS. SIGNED
AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY
STRUCTURAL ENGINEER PRIOR TO FABRICATION.
D. SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL TRUSSES.
8. WOOD FRAMING
A. ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRY AND USED AT 19% MAXIMUN MOISTURE
CONTENT.
B. ALL JOISTS, RAFTERS TO BE NO. 2 GRADE, SOUTHERN PINE. PROVIDE FULL-DEPTH (OR METAL)
BRIDGIND AT MIDSPAN AND AT MAXIMUN SPACING OF 8' -0' O/C IN BETWEEN (U.N.0).
C. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL
BE PRESSURE - TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVES ASSOCIATION
SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND HOLES DUE TO ON SITE - FABRICATION SHALL
BE BRUSHED WITH 2 COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING A MINIMUM OF 2
% METALLIC COPPER IN SOLUTION (PER AWPA STD. M4).
D. THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN LOADBEARING
APPLICATIONS. THE LENGH OF SPLIT ON THE WIDE FACE OF 2" NOMINAL LOADBEARING
FRAMING SHALL LIMITED TO LESS THAN 1/2 OF THE WIDE FACE DIMENSION. THE LENGHT OF
SPLIT ON THE WIDE FACE OF 3- (NOMINAL) AND THICKER LUMBER SHALL BE LIMITED TO 1/2
OF THE NARROW FACE DIMENSION.
E. STRUCTURAL STEEL PLATE CONNECTORS SHALL CONFORM TO ASTM A -36 SPECIFICATIONS AND
BE 1/4' THICK UNLESS OTHERWISE INDICATED. BOLTS CONNECTING WOOD MEMBERS SHALL BE
PER ASTM A -307 AND BE 3/4- DIAMETER UNLESS OTHERWISE INDICATED. PROVIDE WASHERS
FOR ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD SURFACES.
F. BOLT HOLES SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16" LARGER
THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGH BUT NOT TO THE
EXTEND OF CRUSHING WOOD UNDER WASHERS.
G. ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS, AND OTHER MISCELLANEOUS HARDWARE
SHALL BE HOT DIP GALVANIZED.
9. STRUCTURAL STEEL
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFI CATIONS FOR DESIGN, FABRICATION AND
ERECTION FOR STRUCTURAL STEEL BUILDINGS'
B. STRUCTURAL STEEL PLATES & CHANNELS SHALL CONFORM TO ASTM A36, Fy=36 KSI.
C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy--46 KSI.
D. WELDING SHALL BE DONE WITH E -70XX ELECTRODES. WELDERS SHALL BE AWS- CERTIFIED.
10. ROOF SHEATHING
A. ROOF SHEATHING SHALL BE RATED FOR EXPOSURE 1 WITH A SPAN RATING OF 32/16 AND
HAVE A MINIMUM NOMINAL THICKNESS OF 5/8' AND SHALL HAVE STAGGERED JOINTS.
SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SPANS AND PLACED WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS. PLYWOOD SHEATHING SHALL BE ATTACHED WITH 10d COMMON
NAILS WITH SPACING NOT TO EXCEED 6' O.C. AT PANEL EDGES AND INTERMEDIATE SUPPORTS,
AND 4' O.C. AT GABLE ENDS. PROVIDE 2X4 BLOCKING AT RIDGE LINES, HIP LINES, AND AS
INDICATED IN ROOF FRAMING PLAN AND DETAILS. CONNECT BLOCKING ENDS TO TRUSS TOP
CHORD W/ 2 -16d TOE NAILS, NAIL PLYWOOD TO BLOCKING WITH 10d NAILS AT 6" O.C.
11. GEOTECHNICAL CRITERIA:
AS PER VISUAL INSPECTION SOIL CONDITIONS AT THIS SITE ARE SAND & ROCK WITH A MIN.
BEARING CAPACITY OF 2000 PSF (FBC 2007, TABLE 1804.2) SHOULD OTHER CONDITIONS OR
MATERIALS BE ENCOUNTERED, THE ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO
PROCEEDING WITH THE WORK. A REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL
SUPPLY A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED ON. REF. F.B.0 2007,
SECT 1804.1, 1804.2
12. TERMITE TREATMENT STATEMENT:
ALL BUILDINGS SHALL HAVE A PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST
SUBTERRANEAN TERMITES. THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT
OF AGRICULTURE AND CONSUMER SERVICES SHALL BE DEEMED AS APPROVED WITH RESPECT TO
PRECONSTRUCTION SOIL TREATMENT FOR PROTECTION AGAINST SUBTERRANEAN TERMITES. A
CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED
PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA
DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES.'
NOTE k
NEW 4" THICK CONCRETE SLAB W/ 6 "X 6 "- W1.4 x
W1.4 AT MID -DEPTH OVER 6 MIL VAPOR BARRIER
ON SUPERVISED COMPACTED FILL FILL SHALL BE
COMPACTED IN 12 IN. MAX LAYERS TO 95% OF THE
STANDARD PROCTOR DENSITY TEST. SOIL
COMPACTION SHALL BE SUPERVISED BY A FLORIDA
REGISTERED ENGINEER. (TYP.)
NOTE B:
NEW 6" THICK CONCRETE SLAB W/ 6 "X 6 "- W2.1 x
W2.1 AT MID -DEPTH OVER EXISTING 4" CONCRETE
SLAB ON GRADE, TO MATCH ADJACENT FLOOR
ELEVATION.
4' -0"
F- - - -- - -PC- - - � .R - - - - -
t - --
I------- - - - - -- F_ --
I I I C -5
l y l I I
I
� I
M I
I
f I
I
I
I
i
I
O
I
I I J
I
I
I
Li
I
I
I
I�EXISTING
FOUNDATION.
I
I
I
I
I
I
8' -8'
N
1
20' -6"
F -3o�1 F -30 I F -30 I4
rT_ --1 r - --� r-
I _ -1
I I-'---- - - - - --I &IC-1
----- - - - -L 1- L - L _T
C -1
CONCRETE SLAB.
SEE NOTE A ON
W THIS SHEET
I~ �I
I co
C? ~ C
00 SC -1 I
r -I F-24 r I-
I r-
T ( I I I
i L J
I I C -2 i
LL
I I I I
I
I
i IN I
I I� I I
CONCRETE SLAB. I I
SEE NOTE A ON
THIS SHEET I
9' -1" 1 11
CONCRETE SLAB.
SEE NOTE B ON
THIS SHEET
"I
I
C -3
I
I
-I-
I I
I I
2x10 P.T. NAILER W/
1/4" 0 TAPCONS 0 12"
O.0 STAGGERED (TYP.)
�- - - - - - - - - - - - - - - - - - - - - -
�- - - - - --
I
I
3X10 P.T. WD. LEDGER
BEAM W/ 3/4" 0 HILT]
KWIK BOLT "3" ANCHOR
BOLTS 0 12" O.C. SET IN
SOLID GROUT- FILLED
CELLS
z _
S -3 I
�I
EXISTING
FOUNDATION.
I
EXISTING
- - FOUNDATION.
F_ - - - - - - - - - - - '� - - - - - - - - - - - - - - - - - -�
I � � fll •
NEW
FC -1 -
o - - F -24 SC -1 F -24 SC -1
I- - --� - - - -- - -- - - - - --� - -- NEW
I EXISTING FOUNDATION BLOCK OVV %48) I
C) WALL UNDER EXISTING 4"
I U- SLAB. I
L - C -5 - - - - C -5 - t I I 15' -0" 4" -6`
PIZ . Ny- I I
F -1 Inc
L----------- - - - --I w I I 4
CUT EXISTING MASONRY WALL AND ADD
CONCRETE CAP 4 "X WALL-WIDTH, WITH 2 #4
CONT. BARS AT MID DEPTH, TOP LEVEL TO
MATCH EXISTING PORCH FLOOR LEVEL. -
' -D '-O 12W5(48)
FOUNDATION PLAN N
SCALE 1/4 " =1' -0"
2X10 WD. JOISTS _® 12° I
O.C. MAX�� I
13" 0"
1- �4D�kTNG1A•I
}- _ _ - BF�6'F.EN�141SIS�AI -I
_ - MID -SPAN (TYP.)
4-- - - G�
-7, -2' 7'-2-
8W6(48) 14' -4" 8W6(48)
2X10 P.T. NAILER W/
1/4" 0 TAPCONS 0 12"
O.0 STAGGERED (TYP.)
C -1
I
C -2
8W6(48)
o (UNDER WALL
I OPENING)
I
'I. C -5
� _ 3
I N S -3
I�
I
I
I
I
8W6(48)
0o
I
1 3X10 P.T. WD.
I LEDGER BEAM W/
3/4" 0 HILT] KWIK
BOLT "3" ANCHOR
I BOLTS 0 12" O.C.
I SET IN SOLID
I GROUT- FILLED
CELLS
I 1
� S -3
8W6(48)
()
IBC -5
I
IN
LL
I�
I
I
I °
i
b�
I 8W6(48)
I (UNDER M
I OPENING)
I
I
I
N
8W6(48)
JONM
- - - �L`1tLn��M
1�AE
COLTRAIN AND JONES ARCHITECTS, PA
AA 26000922
TELEPHONE (305) 285 -67231 FAX (305) 285 -6722
535 SW 8 ST. SUITE 100 MIAMI, FL. 33130
FOOTING SCHEDULE
MARKS
SIZE
REINF. BOT
REINF. TOP
f,c
REMARKS
DEPTH
WIDTH
LENGTH
LONG
SHORT
LONG
SHORT
TE
16" (MIN.)
8"
CONT.
1 # 5
_
1 # 6 VERT.
OWE
3000 PSI
CONTINUOUS THICKENED EDGE
WF -20
12"
20"
CONT.
2 #5
#5 024-
3000 PSI
CONTINUOUS FOOTING
WF -24
12"
24"
CONT.
2 #5
#5 024-
4 # 5
#3 @8"
3000 PSI
CONTINUOUS FOOTING
F -24
12"
24"
24"
4 # 5
4 # 5
CONCRETE COLUMN. ADJUST DIMENSIONS
d'
3000 PSI
M
W
F -30
12"
30"
30"
5 #5
5 # 5
7 # 5
3000 PSI
3000 PSI
CONCRETE COLUMN. ADJUST DIMENSIONS
LAYOUT
SET OF (2)
PER WALL OPENING REQUIREMENTS
C -4
8 "X16"
NU I t5:
1. AT ALL FOOTING CORNERS AND INTERSECTIONS, PROVIDE PER EACH LONGITUDINAL FTG. REINF. BAR AN 1"- SHAPED #5
CORNER BAR WITH 30 -INCH LONG LEGS.
2. LAP SPLICE BARS MINIMUM 36- INCHES.
LEGEND:
Q NEW CONC. COLUMN
EDGE OF SLAB
- - - - - - - FOUNDATION LINE
- - CENTER LINE
EXISTING 8" & 12" CMU WALL
8" NEW CMU WALL
E] FC: 1#6 VERT. IN
GROUT - FILLED BLOCK CELL.
8W5(40)
L�VER11CAL REINFORCEMENT SPACING (INCHES)
VERTICAL REINFORCEMENT DENOMINATION
BLOCK WIDTH
DESIGN I CONSTRUCTION ADMINISTRATION
BUILDING INSPECTIONS I CAD PRODUCTION
CONSULTANT/ NOTES
APPROVALS /REVISIONS DATE
COLUMN SCHEDULE
MARKS
SIZE
z
REINFORCING OR
TIES OR CAP
f��
REMARKS
WQ
BASE PLATE
PLATE
U>
FC
8 "X 8" NOM.
1 # 6 VERT.
OWE
3000 PSI
FULLY GROUT- FILLED CELL. SEE PLAN FOR
SPACING
FC -�
12 "X 12" NOM.
1 # 6 VERT.
3000 PSI
FULLY GROUT- FILLED CELL. SEE PLAN FOR
L.�
1.L
Q
SPACING
C -1
12 "X 12"
4 # 5
#3 @8"
3000 PSI
CONCRETE COLUMN
C_2
SEE COL.
U)
6 # 5
#3010"
3000 PSI
CONCRETE COLUMN. ADJUST DIMENSIONS
d'
LAYOUT
M
W
�
SET OF (2)
Q
PER WALL OPENING REQUIREMENTS
C -3
SEE COL.
7 # 5
#3010"
3000 PSI
CONCRETE COLUMN. ADJUST DIMENSIONS
LAYOUT
SET OF (2)
PER WALL OPENING REQUIREMENTS
C -4
8 "X16"
4 # 5
#308"
3000 PSI
CONCRETE COLUMN. ADJUST DIMENSIONS
PER WALL OPENING REQUIREMENTS
C -5
8 "X12"
4 # 5
#308"
3000 PSI
CONCRETE COLUMN.
SC -1
4 "X 4" x 1/4"
3/4 "X 8"x11"
3/4 "X 6 -1/2 "x 12"
STEEL COLUMN, FILLED SOLID WITH
CONCRETE,
COLUMN NOTES:
1. HOOKED DOWELS, SAME
SIZE AND NUMBER AS VERTICAL REINFORCEMENT, SHALL BE EMBEDDED TO BOTTOM OF FOOTING BELOW AND
SHALL LAP MINIMUM 30 BAR DIAMETERS WITH VERTICAL REINFORCEMENT IN COLUMNS.
2. HOOK ALL VERTICAL COLUMN REINFORCEMENT AT TOP.
1� -�"
8" �
1'-0" 11'
8" et
��
f
d a0
. °
G d
° , ° tO Co ° d
1
a
0" ° a
FC 6 VERTICAL
•
t] #3010"
1
d
C -1 0
1
CV
= d
� ° a
d a
C -3
1' -0"
C -2
V -4"
d
o d o
#308" I
#308"
°
a ' °
co
FC -1
d
VERTICAL C -4
C -5
COLUMN LAYOUT
SCALE: 1 " =1' -0'
LEGEND:
Q NEW CONC. COLUMN
EDGE OF SLAB
- - - - - - - FOUNDATION LINE
- - CENTER LINE
EXISTING 8" & 12" CMU WALL
8" NEW CMU WALL
E] FC: 1#6 VERT. IN
GROUT - FILLED BLOCK CELL.
8W5(40)
L�VER11CAL REINFORCEMENT SPACING (INCHES)
VERTICAL REINFORCEMENT DENOMINATION
BLOCK WIDTH
DESIGN I CONSTRUCTION ADMINISTRATION
BUILDING INSPECTIONS I CAD PRODUCTION
CONSULTANT/ NOTES
APPROVALS /REVISIONS DATE
MI MI
BUIL -ING DEP 1. SEAL:
SEC71ON
DROVED BY: ��,� �'
WIND DESIGN CRITERIA
BASIC WIND SPEED V= 146 MPH
IMPORTANCE FACTOR 1= 1
WIND EXPOSURE = C
ENCLOSURE CLASSIFICATION = BLDG ENCLOSED
Cpi= +/ -0.18
Kd= 0.85
NOTES:
1. G.0 TO VERIFY ALL WINDOWS AND DOORS OPENINGS
DIMENSIONS PRIOR TO START OF CONC. BLOCK ERECTION
AND THE POURING OF CONCRETE SLAB W/ MANUF. AND
MIAMI DADE PRODUCT CONTROL REQUIREMENTS.
CAPLE DESIGN, INC.
678 NW 124th CT
MIAMI FL 33182
C.A 26021
CARLOS A. DEL PINO
PE 59888
PH. (305) 815 -1643
ti FAX (305) 225 -9744
copledesignOgmail.com
SHEET TITLE:
FOUNDATION PLAN
Job No. Drawing No.
Drawn By-
Date Plotted:
Scale:
(VARIES - SEE DRAWING)
S -1
W
,
z
WQ
_0
F_
U>
z
OWE
W
wUcM
L.�
1.L
Q
0
10
W
N
W
W
p
J
L_._
U)
L"L.
>.
Z
d'
M
W
�
O
Q
Z
ti
0
MI MI
BUIL -ING DEP 1. SEAL:
SEC71ON
DROVED BY: ��,� �'
WIND DESIGN CRITERIA
BASIC WIND SPEED V= 146 MPH
IMPORTANCE FACTOR 1= 1
WIND EXPOSURE = C
ENCLOSURE CLASSIFICATION = BLDG ENCLOSED
Cpi= +/ -0.18
Kd= 0.85
NOTES:
1. G.0 TO VERIFY ALL WINDOWS AND DOORS OPENINGS
DIMENSIONS PRIOR TO START OF CONC. BLOCK ERECTION
AND THE POURING OF CONCRETE SLAB W/ MANUF. AND
MIAMI DADE PRODUCT CONTROL REQUIREMENTS.
CAPLE DESIGN, INC.
678 NW 124th CT
MIAMI FL 33182
C.A 26021
CARLOS A. DEL PINO
PE 59888
PH. (305) 815 -1643
ti FAX (305) 225 -9744
copledesignOgmail.com
SHEET TITLE:
FOUNDATION PLAN
Job No. Drawing No.
Drawn By-
Date Plotted:
Scale:
(VARIES - SEE DRAWING)
S -1