13-1154-006GENERAL NOTES CONCRETE NOTES
1) A SPECIAL INSPECTION BY A FL CERTIFIED ENGINEER OR SPECIAL N5PECT0R, WILL BE REQUIRED FOR REINFORCED
MASONRY CONSTRUCTION, PRE CAST WITS 4 ATTACHMENTS, SOIL COMPACTION,
1) CONCRETE SHALL C 1 FORM WITH ACI -318 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 2500 PSI a 28 DAYS FOR FOOTINGS, SLABS 4 3000 PSI BEAMS 4 COLUMNS.
ROOF TRUSSES OVER 35 LONG OR V-0" HIGH, STRUCTURAL STEEL CONNECTIONS.
2) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT S 40UN ON THE PLANS IS STRICTLY FORBIDDEN. THE ENGINEER WILL
2) MAXMM PERMISSIBLE SLUMP IS 5 -6' M STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT GROUT
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
3) CONTRACTOR t0 LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION
3) AGGREGATES WALL BE CLEM AND GRADED MAXIMLM SIZES 3/4' CONCRETE ASTMI C -33 SHALL CONFOFtl TO ASTM C -94
4) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER WITH THE APPROVAL
4) NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER
OF ENGINEER OF RECORD.
5) ATE TESTING IS REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 GLL YDS. OF CONCRETE
5) PRIOR TO CONSTRICTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL M
AS PER ASTM C-94
ACCORDANCE WITH 'NATIONAL PEST CONTROL ASSOCIATION" STANDARDS
b) CLEAR COV CDV ER FOR REINFORCING BARS SHALL BE:
6) IF CONFLICTS OCCUR N OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND
F•OOTNGS 3"
FIELD CONDITIONS OR OTHERWISE, IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION BEFORE
BEAMS /COLUMNS/ELEVATED SLABS _ 1 -1/2"
PROCEEDING, COORDINATE ALL DIMENSIONS BETILEEN ARCHITECTURAL AND STRUCTURAL. DRAWINGS PRIOR TO
FORMED FACES N CONTACT VEARTH -2"
PROCEEDING WITH THE WORK
LI FORMED FACES – 3'
1)THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRICTION. PROVIDE
,APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE
1) ALL CONCRETE WORK N ACCORDANCE WITH " SPECIFICATIONS FOR STRUCTURAL COINCiRETE' (ACI- 301 -99)
TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR IT IS THE RESPONSIBILITY
OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS
AND SUPPORTS REGARDING FoRMNG AND CONSTRUCTION LOADS. TEMPORARY BRACING AND SHORING SHALL BE
MATERIALS PLUS A LIVE
REINFORCING STEEL NOTES
DESKNED TO RESIST ALL CONSTRICTION LOADS INCLUDING THE WEIGHTS OF ALL SUPPORTED
LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT
U REINFORCING STEEL ftj = 6000 P.S.I. fa = 2400 PsJ. Ea = 29jd00jd00 PBJ.
Em ■ 1350O00 PS.I. N = Es/Em = 21,48
2) RENFORCNG STEEL SHALL CONFORM TO ASTM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
WOOD NOTES
FA5RCATED ACCORDING To THE" MiANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES'. HOOK ALL DISCONTINUOUS TOP REINFORCING.
Q
SPLICING NOTES
3) TIE BEAMS 4 FOOTINGS SHALL BE CONTINUOUS RED, PROVIDED BY LAPPING SPLICES NOT LESS THAN 30 ".
CONTINUITY SHALL BE PROVIDED AT ALL CORERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE
1. ROOF DWPHRAGM SHALL COMPLY WITH THE DESIGN RECOP1 ENDATIONS OF "APA. DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE FBiC. 2010 EDITION.
2. PLYWOOD ROOF DECKING SHALL BE 19/32" MINIM,M THICKNESS, AND SHALL BE CONTINUOUS OVER TWO
CORNER 30" (SAME SIZE AND QUANTITY).
OR MORE SPANS, WITH FACE GRAN PERPENDICULAR TO THE SUPPORTS .
4) EXTEND BEAM BOTTOM BARS S" PAST ALL OPENINGS ON BOTH SIDES.
3. CONNECT PLYWOOD DIAPHN" TO STRICTURE WITH 8d RANG SHANK NAILS, SPACED AT boor– MAX AT
5) CONTNUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY
EDGES AND AT 6 "o.0. ALONG INTERMEDIATE SUPPORTS. 4' oc a DIAPHRAM BOUNDARY AND GABLE ENDS.
BENDING HORIZONTAL. REINF. INTO COLUMNS A DISTANCE OF 30'.
4. INSPECTIONS SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE MLNICIPALITY
6) HOOK TOP OF VERTICAL BARS N ALL TER'1NATNG COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW
ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS.
TOP OF THE BEAM.
5. ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No. 2 OR BETTER
STRUCTURAL STEEL
MIN MUM BENDING STRESS, Fb = 1 0o PSI. SHEAR STRESS Fv =90 PSI. YO(WS MODULES, E =1 00)W0 PSI.
V
6. TRUSS SPECIALTY ENGINEER. STRESS NCREASE OF WOOD IS ALLOWED FOR WIND DESK,N, EXUt DO NO STRESS INCREASE
L STRUCTURAL. STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
IS ALLOWED FOR TRUSS METAL PLATES.
(�y
A ALL WF, ANGLE, BASE PLATES, CONN. PLATES NON)- - -ASTM AA36 ■36 K.°,U
B. STRUCTURAL TUBE------------------ AST A5�G1s�ADEGR BE FY(F o46-KSV
G. STEEL PIPE................. - -----
2.
As MAWFACal� BY MA 6tik BUILDERS
CsGRR00UU% SUFIC ASMASTER FLOW 113
OR APRROVED EQUAL.
SHOP DRAWINGS
3. ALL WELDING SHALL DIN CON TO THE REQUIREMENTS RI "THE STANDARD CODE
FOR WELDING N BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY.
W
m
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E10 -XX
0
ELECTRODES.
Q
PRIOR' TTo ANY � TCI�I R SHOP, BUT pAWAWlW TO, FOR THE( OTIOUIN S ENGINEER FOR REVIEW.
q�,
REINFORCED MASONRY NOTES
t WOOD iR18SES
U PROVIDE CLEANOUT OPENING AT THE BOTTOM OF 1EINFORCED MASONRY CELLS THAT ARE BEING
FILLED TO ENSURE THAT THE CELL IS FILLED. PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN
2) ALL BLOCK MASONRY WALLS SHALL HAVE 9 GI I HORIZONTAL. REINFORCEMENT ' OUR -O -WALL LADDER TYPE
MER
SPACED I(&" ON CENTER USE PREFABRICATED CORNERS AND TEES BY "DUR -O -WALL AT CORNERS AND ANCTIONS OF
WALLS MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO AS.TM C -90 WITH COMPRESSIVE STRENGTH
OF f'`xWO P.S.I. ON THE NET CROSS-SECTIONAL AREA AND SHALL BE LAID N RIMING BOND.
DESIGN CRITERIA
STRUCTURAL
3) MORTAR SHALL. COMPLY WITH A.S ?M 210
MORTAR TYPE S. Mn=W PSI
U THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FBC 2001 EDITION AND OTHER RTERENCEID CODES
AND SPECIFICATIONS. ALL CODES AND SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT.
4) WHERE ANCHIOR BOLTS ARE SET N MASONRY WALL, FILL TWO BLOCK CELLS WITH GROUT a ANCHOR BOLT LOCATIONS
APPLICABLE CODES
5) GROUT USED N THE WORK SHALL CONFORM TO ASTM 0416 WITH A SLUMIP MIIX OF 8" TO 11 ", PROVIDE CLEANOUT AND
A. FLORIDA BUILDING-5 CODE 2010 EDITION.
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE
B: A.C.I. 318-05 REINFORCED CONCRETE
CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR
C: REINFORCED MASONRY BY ACJ. 530 -05 AND
6) POUR GROUT N LIFTS NOT t0 EXCEED 4'
E: WIND ANALYSIS AND DESIGN PER AS-CF-1-110.
1) GROUT USED N THE WORK SHALL OBTAIN A MINIMMI COMPRESSIVE STRENGTH OF 3000 PSI N 28 DAYS.
SOIL
COMPACTION
NOTES
GROUT SHALL COMPLY WITH ASTM 0416.
L REMOVE ALL VEGETATION, TOPSOIL, AND ORGANIC MATERIAL w/ N THE CONSTRUCTION FOOTPRNNT AREA PLUS
FIVE (5) FEET OUTSIDE THE FOOTPRINT. THE AREA TINDER FOOTINGS, FOU NDATIoNS, AND CONCRETE SLABS ON
GRADE SHALL HAVE ALL VEGIETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO
PLACEMENT OF FILL-
2. COMPACT THE CLEARED AREA TO A MINMM COMPACTION OF W PERCENT OF THE DRY SOIL DENSITY AS
DETER1NED BY THE MODIFIED PROCTOR TEST -ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL
FILL REQUIRED.
3. FILL AND COMPACT THE CLEARED AREAS N LIFTS NOT GREATER THAN 12 INCHES OF LOOSE THICIQeSS TO
ELEVATE TO THE REQUIRED GRADE FILL MATERIAL FOR AREAS N SUPPORT OF FOOTNGS IS TO BE A MIXTURE
OF LIMEROCK AND SAND, FREE OF VEGETATION, ORGANIC MATERIAL, CONSTRUCTION DEBRIS, AND LADE ROCKS.
IF SUFFICIENT COMPACTIBILITIES EXIST, SOILS MAY BE PLACED AND COMPACTED N GREATER LIFT
THICKNESSES. FILL MATERIAL FOR SLAB ON GRADE AREAS MAY BE CLEAN SAND, FILLED AND COMPACTED N
LIFTS NOT GREATER THAN 12 INCHES OF LOOSE MATERIAL
4. COMPACT EACH LIFT TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS DETERMINED
BY THE MODIFIED PROCTOR TEST - ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL FILL REQUIRED.
PRIOR TO COMPACTION, THE MOISTURE CONTENT OF EACH LIFT OF FILL MATERIAL SHALL BE ADJUSTED TO
m/N PLUSAMIINUS 2 PERCENT OF THE OPTIMUM( MOISTURE AS DEMR9NED BY THE MODIFIED PROCTOR
TEST - ASTM 0-1551.
5. COMPACTION SHALL BE VERIFIED BY MEANS OF ONE FIELD DENSITY TEST FOR EACH 2500
SQUARE FEET OR FRACTION THEREOF FOR EACH LIFT OF COMPACTED SOIL FOR BUILDING PAD OR SLAB AREA
ONE FIELD DENSITY TEST WILL ALSO BE REQUIRED FOR EVERT 50 LINEAL FEET OF EXCAVATED SPREAD
FOOTING, AND EVERY ISOLATED FOOTING EXCAVATION. FIELD DENSITY TESTS SHALL BE PERF010'1ED AS
PER ASTM D -2922.
ni ir51nl` r--n%*ll =tQ RAR LAP
O
RE INF.
Ti= YIC,4L FOUNDATION REINFORCING
CORNER DETAILS
SCALE: N.T S.
TYP FOUNDATION CORNER DETAIL
SCALE: 3/4"
2 "x4" 02 SYR CROSS
BRACING MEMBERS
FASTENED TO TRUSSES W/
2 -10d NAILS EACH END
(REFER TO TRUSS NOTES
LAYOUT FOR LOCATION)
2"x4" CONT. LATERAL WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
6' -0" SPACING AND AS REQUIRED BY TRUSS
MANUFACTURER
(REFER TO TRUSS NOTES AND TRUSS
LAYOUT FOR LOCATION)
TYP ROOF TRUSS X- BRACING
SCALE: 3/4"
(2) 16d NAILS EACH MEMBER
24" o c.
(OVERLAP O SPLICES)
2 "x4" CONT. LATERAL- WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
6' -0" SPACING AND AS F;MQUIIR=D BY
TRUSS MANUFACTURER
(REFER TO TRUSS NOTES AND TRUSS
LAYOUT FOR LOCATION)
F'1R=- ENGINEERE0 WOOD TRUSS
PLAN VIEW
TYP ROOF TRUSS LAT BRACE SPLICE
SCALE: 3/4" = 1' -0"
SLOPED BOTTOM
CI- IORD(TYP)
CONC TIE BEAM
SEE PLAN FOR SI
AND RE INFORCEM
4'x 8' COX PLYWOOD
SHEATHING MIN. 19/32" THICK
MAX. SPAN 24" ATTACHED
PER PLYWOOD NAILING DETAIL
PRE - ENGINEERED WOOD TRUSS 0 24"
O.C. W/ SLOPED BOTTOM CHORD
MIN 2"x6" TOP CHORD
APPROVED STRAP
SEE ANCHOR LEDGEND
TOP OF TB.
SEE SCHED.
REINF AS PER PLANS
PROVIDE CLEANOUT 4 WEEPHOLES
TO ENSURE PROPER FILL.
ALL SPLICES SHALL BE A MIN.
48 BAR DIAMETERS
TYP WALL SECTION AT ROOF
SCALE: 3/4" 1' -0"
8"x8 "x16" CONCRETE MASONRY
UNIT(SEE PLAN) W/ 9 GAUGE LADDER
TYPE HORIZONTAL REINFORCEMENT
EVERY OTHER COURSE
.y
STARTER BAR. ALL
SPLICES SHALL BE A MIN. ,
48 BAR DIAMETERS
6" REINFORCED CONCRETE SLAB
WITH 6X6 - 1.4x1.4 WELDED WIRE MESH
OVER VAPOR BARRIER ON CLEAN
WELL COMPACTED FILL.
VERTICAL REINF. BAR PER PLAN TYP.
PROVIDE CLEANOUT AND WEEPHOLES
TO ENSURE PROPER FILL.
FIN SLAB ELEY
AFF
Af
-X •. ` ;
. • . -11 11=1 11 =1 11=1 _—
CONT 6 MIL _ —III =1I I =1I —= 111-111— '
VAPOR BARRIER —_— I I— III — III —III �" I I-
1 05 BAR CONT I I I —III- 111 =111 —I -
=1I1= I— III —III
COMPACTED FILL
SEE GEN NOTES
(REFER TO FOOTING SCHEDULE
FOR SIZE AND REINR)
F
TOP OF FTG
MIN 12" BELOW
GRADE
TYP WALL SECTION AT FOOTING
SCALE: 3/4" 1' -0"
ADD 205 REINFORCEMENT BARS . M1
FOR EVERY all OF DROP `
STIRRUPS (SEE SCHEDULE)
...,4
%IrY of
�U1�pSOG DliPTAr
rt1r�`l ScCTUOUIU
•�,�_ /ill �' -
EXTEND DROP OF TIE BEAM
B" BEYOND SIZE OF OPENING
AT EACH END
FOR WINDOW, DOOR
AGEWAY. SEE FLOOR
_ ELEVATIONS
TYP TIE BM DROP AT OPENINGS
SCALE: 3/4" 1' -0"
REVISION 8Y
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NOTE:
ALL DRAWINGS FOR THIS PROJECT ARE
TO BE READ IN CONJUNCTION WITH
EACH OTHER. THESE INCLUDE, BUT
ARE NOT LIMITED TO: ARCHITECTURAL,
SURVEYING, STRUCTURAL, CIVIL,
MECHANICAL, ELECTRICAL, SPECIALTY
DRAWINGS, & WRITTEN SPECIFICATIONS.
CONTRACTOR TO VERIFY ALL EXISTING
SITE CONDITIONS AND THOROUGHLY
CHECK ELEVATIONS AND DIMENSIONS
BEFORE COMMENCING WORK.
REPORT TO THE ARCHITECT ENGINEER
ANY DISCREPANCIES, ERRORS OR
CONDITIONS THAT WILL ALTER
CONSTRUCTION AS INTENDED BY
THESE DRAWINGS. ARCHITECT IS
NOT RESPONSIBLE FOR ANY WORK
AND /OR MATERIALS FURNISHED
ON THE JOB.
All graphic material appearing herein,
unless indicated otherwise, are the
property of the Architect as
instruments of service for use solely
on this project, and may not be
duplicated, used or disclosed without
the written consent of Mark E.
Reardon, R.A. The architect retains
all common law, statutory and other
reserved rights.
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AR 0017521
NOTE:
ALL DRAWINGS FOR THIS PROJECT ARE
TO BE READ IN CONJUNCTION WITH
EACH OTHER. THESE INCLUDE, BUT
ARE NOT LIMITED TO: ARCHITECTURAL,
SURVEYING, STRUCTURAL, CIVIL,
MECHANICAL, ELECTRICAL, SPECIALTY
DRAWINGS, & WRITTEN SPECIFICATIONS.
CONTRACTOR TO VERIFY ALL EXISTING
SITE CONDITIONS AND THOROUGHLY
CHECK ELEVATIONS AND DIMENSIONS
BEFORE COMMENCING WORK.
REPORT TO THE ARCHITECT ENGINEER
ANY DISCREPANCIES, ERRORS OR
CONDITIONS THAT WILL ALTER
CONSTRUCTION AS INTENDED BY
THESE DRAWINGS. ARCHITECT IS
NOT RESPONSIBLE FOR ANY WORK
AND /OR MATERIALS FURNISHED
ON THE JOB.
All graphic material appearing herein,
unless indicated otherwise, are the
property of the Architect as
instruments of service for use solely
on this project, and may not be
duplicated, used or disclosed without
the written consent of Mark E.
Reardon, R.A. The architect retains
all common law, statutory and other
reserved rights.
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