HomeMy WebLinkAbout20-1131 REED RESIDENCE STRUCTURAL PLANS JANUARY 2020 (Digitally signed &...PILING OVERVIEW
SCALE: 3/16" = 1'-0"
P1 P2 P3 P4
P9
P8P5P7
P12
P6
P10
P13
P14 P15 P16 P17
P18 P19 P20 P21 P22 P23 P24
P11
CONSTRUCTION SET
GENERAL NOTES
FOUNDATION NOTES
ALL SPLICES SHALL BE LAP SPLICES, SHALL BE A MINIMUM OF 48 BAR DIAMETERS, USING LARGER
BAR DIAMETER WHEN SPLICING DIFFERENT SIZE BARS.REINFORCEMENT TERMINATIONS INTO TIE
BEAMS AND FOUNDATIONS OR AS NOTED.
CONCRETE REINFORMCEMENT
CONCRETE REINFORCING BARS SHALL BE DEFORMED NEW BILLET STEEL CONFORMING TO ASTM
A-615, GRADE 60, WITH MINIMUM YIELD STRENGTH = 60,000 psi.
CONTRACTOR SHALL COORDINATE SLAB ELEVATIONS CHANGES AND ANY UNKNOWN FIELD
CONDITIONS.
ALL ELECTRICAL CONDUIT, PLUMBING, A/C DUCTS, AND OTHER MECHANICALLY REQUIRED INTERIOUR
COMPONENT LOCATIONS AND INSTALLATION MUST BE COORDINATED WITH THE ARCHTECT PRIOR TO
CONSTRUCTION OF THE FOUNDATION.
ALL CONSTRUCTION PERFORMED IN ACCORDANCE WITH THESE PLANS MUST ALSO MEET OR EXCEED ALL
APPLICABLE AND CURRENT BUILDING CODE REQUIREMNTS AND MUST BE PERFORMED IN ACCORDANCE
WITH FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION CCCL PERMIT.
CONCRETE NOTES
STRUCTURAL NOTES
A VAPOR BARRIER IS TO TO BE PLACED UNDER ALL BUILDING FOUNDATION BEAMS AND FLOOR
SLABS IN ACCORDANCE WITH ASTM E 1993-98. TO BE INSTALLED PRIOR TO POURING CONCRETE
FOR FOUNDATION.
REINFORCEMENT FOR CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AND SPLICED WITH A FULL 24
INCH LAP. PROVIDE CORNER BARS
ALL CONCRETE MASONARY CONSTRUCTION SHALL CONFORM WITH ACI 530-88/ASCE 5-88. ALL
CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 WITH TYPE M OR S MORTAR
COMPLYING TO ASTM C-270. MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
OF 2000 PSI ON THE NET AREA.THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND
START OF CONSTRUCTION AND TO PROTECT AND MAINTAIN ALL THE CONSTRUCTION AND ITS CONTENTS.
REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED. ANY DIMENSIONAL
DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE FURTHER VERIFIED WITH ARCHITECT &
ENGINEER.
FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURE'S INSTRUCTIONS
UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOB-SITE, A CURRENT APPROVED SET
OF SHOP DRAWINGS.
REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR OPENINGS,
SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.
FOUNDATIONS SHALL BE PREPARED IN FULL CONFORMANCE WITH THE GEOTECHNICAL ENGINEERING
REPORT.
ALL RECESSES IN CONCRETE SLAB TO BE COORDINATED WITH ARCHITECT FOR DETAILS INCLUDING
BUT NOT LIMITED TO: THRESHOLDS, STEPS, RECESSED SHOWER LOCATIONS, FLOORING FINISH
MATERIALS, AND DRAIN LOCATIONS, ETC.
THE FOLLOWING FREQUENCY OF TESTING SHALL BE REQUIRED BEFORE PLACING CONCRETE FOR
FOOTINGS AND SLABS:
CONTINUOUS FOOTING/GRADE BEAM SHALL BE TESTED EVERY 40 LINEAR FEET AT BEARING
ELEVATION AND ONE FOOT BELOW BEARING. COLUMN FOOTINGS - 25% OF FOOTINGS SHALL
BE TESTED AT BEARING AND ONE FOOT BELOW BEARING. BUILDING PAD SHALL BE TESTED
EVERY 1000 SQUARE FEET OF FLOOR AT GRADE AND ONE FOOT BELOW GRADE.
IN AREAS OF THE BUILDING PAD WHERE SOIL IS BEING CUT IT IS THE RESPONSIBILITY OF THE
SITE CONTRACTOR TO DENSIFY THE TOP 12 INCHES OF EXISTING SOIL TO 95% OR MODIFIED
PROCTOR AS RECOMMENDED IN THE SOILS REPORT FOR THIS PROJECT PREPARED BY KSM
ENGINEERING, INC. DATED NOVEMBER 2009.
THESE SOIL TESTS SHALL MEET OR EXCEED 95% MODIFIED PROCTOR (ASTM D1557 METHOD A)
THE DESIGN AND CONSTRUCTION OF THE STRUCTURE AND/OR STRUCTURAL COMPONENTS DEPICTED ON
THIS PLAN ARE FULLY UNDER THE JURISDICTION OF THE FLORIDA BUILDING CODE 2017.
CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL PLANS PRIOR TO
COMMENCEMENT OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE ARCHITECT FOR COORDINATION OF CHANGES WITH THE ENGINEERING PLANS AND
SPECIFICATIONS.
CONTRACTOR SHALL COORDINATE SLAB ELEVATION, CHANGES, DEPRESSIONS, THRESHOLDS, PADS, ETC.
AND ANY UNKOWN FIELD CONDITIONS.
1.
MINIMUM CONCRETE COVER SHALL BE:
FOOTINGS & PILES 3"
BEAMS, SLABS, WALL 2"
GROUTED MASONRY 2"
STANDARD 90 DEGREE HOOK (STANDARD HOOK) SHALL TERMINATE WITH A 90 DEGREE BEND AND
AN EXTENSION FROM BEND AT LEAST 12 BAR DIAMETERS. THIS SHALL BE USED AT ALL VERTICAL
REINFORCEMENT TERMINATIONS INTO TIE BEAMS AND FOUNDATIONS OR AS NOTED.
SECURE REINFORMCEMNT FROM DISPLACEMENT DURING PLACEMEMNT UTILIZING CHAIRS AND
BOLSTERS. WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. PROVIDE CHAIRS AND
BOLSTERS TO INSURE THAT THE MESH IS EMBEDDED 1" FROM TOP OF SLAB.
REINFORMCEMNT MAY BE BENT IN SHOP OR FIELD, PROVIDED THAT THE DIAMTERE OF BEND SHALL
BE GREATER THAN 6 BAR DIAMETERS. REINFORCEMENT PARTIALLY EMBEDED IN CONCRETE SHALL
NOT BE BENT.
SHALLOW FOUNDATIONS
SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS
OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS.
CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN
ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY SHALL BE 2". TOLERANCE FOR
MISLOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS.
WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A KEYWAY
PER THE TYPICAL DETAIL. HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED.
CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS ARE UNCOVERED THAT PREVENT
THE REQUIRED SOIL BEARING PRESSURE FROM BEING OBTAINED.
COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL
FOOTINGS SHOULD BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS.
EXCAVATING UNDER OR NEAR IN-PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED
SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED.
REINFORCING SHALL BE SUPPORTED ON PRECAST CONCRETE PADS. DOWELS FOR COLUMNS AND
FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR
SETTING COLUMN DOWELS AND ANCHOR BOLTS.
2.
9.
8.
7.
6.
5.
4.
3.
2.
1.
3.
4.
5.
6.
ALL PILE VERTICAL REINFORCEMENT SHALL BE SHOP FABRICATED WITH CLEAN 90° BENDS INTO
TRANSITION CAPS. HOOKS SHALL HAVE A MINIMUM LEG DIMENSION OF 15" AND SHALL BE TURNED
ACROOS PILE INTO CAP CENTER (MAINTAIN A MINIMUM 3" CONCRETE COVER).
ALL BEAM STEEL SPLICES SHALL OCCUR AT MIDSPAN FOR TOP STEEL AND OVER COLUMNS FOR
BOTTOM STEEL.
3.
4.
5.
6.
7.
8.
9.
10.
2.
1.
1.
2.
7.
6.
5.
4.
3.
ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING
CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 318-95.
CONTACT ENGINEER 48 HOURS PRIOR TO POURING CONCRETE SO ARRANGEMENTS CAN BE MADE
TO HAVE AN ENGINEER OR INSPECTOR PRESENT DURING THE POUR.
PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF.
STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE
FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
SPREAD AND WALL FOOTINGS 3000 PSI
COLUMNS AND WALLS 3000 PSI
BEAMS AND SLABS 3000 PSI
USE REGULAR WEIGHT CONCRETE.
STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS &
AGGREGATE REQUIREMENTS:
LOCATION SLUMP MAX. AGGREGATE
FOOTINGS 4"±1" ASTM #57
COLUMNS 5"±1" ASTM #57
BEAMS AND SLABS 5"±1" ASTM #57
FILLED CELLS 8"±1" ASTM #8 PEAROCK
TIE BMS & TIE COL'S 5"±1" ASTM #8 PEAROCK
PILES 8"±1" ASTM #8 PEAROCK
THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED.
ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING
AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4" I.D.
A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF
NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE.
CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE.
ALL SLABS ON GRADE SHALL BE FIBER REINFORCED CONCRETE, UNLESS NOTED OTHERWISE.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM-A185.
SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE
PERMITTED. SUBMIT LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW
PRIOR TO CASTING CONCRETE.
NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS
OR OTHER ITEMS.
AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP FOOTINGS, PROVIDE CORNER
BARS OF SAME SIZE AND QUANTITY UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. REFER TO
TYPICAL DETAIL.
ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT.
3.
4.
5.
6.
7.
8.
9.
10.
2.
1.
11.
12.
13.
CODE & DESIGN CRITERIA
ASSUMPTIONS:
A. THE BUILDING IS "ENCLOSED" AS DEFINED IN "FLORIDA BUILDING CODE 2017.
B. WIND VELOCITY PRESSURES AND COEFFICIENTS USED ARE FOR MAIN WIND FORCE RESISTING
SYSTEM; ALLOWABLE STRESS DESIGN, Kd = 0.85.
C. ALL PRE-MANUFACTURED COMPONENTS, I.E. WINDOWS, DOORS, JAMBS, TRUSSES ETC. SHALL
BE VERIFIED BY MANUFACTURER TO BE CAPABLE OF SUSTAINING DESIGN WIND FORCES.
INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
D. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS: I.E. ROOF TILES, SOFFITS, ETC.
SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS FOR
ADEQUATELY RESISTING OR TRANSFERRING WIND LOADS TO THE MAIN WIND FORCE RESISTING
SYSTEM.
E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND
INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS RECCOMMENDATIONS FOR
INSTALLATION OF COMPONENTS AND CLADDING FOR HIGH WIND VELOCITY AREAS.
1.
2.
3.
ALL STRUCTURAL PLANS SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND
FLORIDA BUILDING CODE RESIDENTIAL 2017.
BUILDING CLASSIFICATION ENCLOSED
DESIGN WIND SPEED 170mph Vult
IMPORTANCE FACTOR 1.04.
5.EXPOSURE CLASSIFICATION D
INTERNAL PRESSURE COEF. ± 0.186.
BUILDING HEIGHT 31.66' per FDEP Permit
7.
MASONRY NOTES
MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE EQUIREMENTS FOR MASONRY
STRUCTURES" (ACI/ASCE 530-88) AND SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI/ASCE
530.1-88) EXCEPT AS AMENDED BELOW.
STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE
LAID PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY.
USE TYPE "M" MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI FOR ABOVE GRADE
APPLICATIONS AND TYPE "S" MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI FOR
BELOW GRADE APPLICATIONS.
MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A MINIMUM COMPRESSIVE STRENGTH OF
2800 PSI ON NET SECTION, TO PROVIDE NET AREA COMPRESSIVE STRENGTH OF MASONRY (Fm') OF
2000 PSI.
PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION, PROVIDE FILLED CELLS:
A. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS AND GIRDER TRUSSES.
B. AT ALL CORNERS AND INTERSECTIONS
C. (1) CELL ADJACENT TO OPENINGS FOR WALL SPANS LESSTHAN 10'. (2) CELLS ADJACENT
TO OPENINGS FOR WALL SPANS GREATER THAN 10'
D. AS SHOWN ON ARCHITECTURAL PLANS
E. MAXIMUM 48" O.C. (UNLESS NOTED OTHERWISE)
PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING.
REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM A615, GRADE 60, LAPPED 48 BAR
DIAMETERS.
ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO (2) HOURS PRIOR TO POURING
BEAMS AND LINTELS.
REINFORCE WALL WITH LADDER TYPE REINFORCEMENT ("DUR-O-WALL" OR EQUAL) IN BED JOINTS AT 16"
O.C. MEASURED VERTICALLY. LAP SPLICE ALL HORIZONTAL WALL REINFORCING 6". PROVIDE
PREFABRICATED "TEE" OR CORNER SECTIONS AT ALL INTERSECTING WALLS.
REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS.
PROVIDE CLEAN-OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN
HEIGHT.
1.
2.
10.
9.
8.
7.
6.
5.
4.
3.ALLOWABLE SOIL BEARING PRESSURE 2,500 PSF. VERIFY WITH GEOTECHNICAL ENGINEER
REPORT PRIOR TO CONSTRUCTION.
8.
HEADED STUD ANCHORS SHALL BE ASTM A108, GRADE S, 1010 THROUGH 1020 AS
MANUFACTURED BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO
AWS D1.1 "STRUCTURAL WELDING CODE."
FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL
CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM. ALL SLOUGHED MATERIAL
SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE.
PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318, SECTION 6.3.
14.
15.
16.
AT ALL PHASES OF CONSTRUCTION, IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO
CONFIRM THAT ALL PROPOSED CONSTRUCTION IS IN ACCORDANCE WITH THE MOST UP-TO-DATE
CONSTRUCTION DRAWINGS AS APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD.
10.
SIESMIC ZONE 0
9.
PILES SHALL BE CAST IN PLACE (AUGER) 16" DIA with 5,000 psi CONCRETE (SEE TYPICAL DETAIL).
DEEP FOUNDATION
ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS
ENGINEER AND PROVIDE THE FOLLOWING CAPACITIES:
all piles @ 20'± below scour - 40 TONS COMPRESSION; 12 TONS TENSION
REFER TO PILE SCHEDULE (sheet S-2) FOR MORE DETAILS.
TOLERANCE FOR PILES IS 2" IN ANY DIRECTION UNLESS NOTED OTHERWISE. ALL PILES TO PENETRATE
(-) 20.00 NAVD OR AS NOTED. REFER TO PILE SCHEDULE (sheet S-2) FOR MORE DETAILS.
UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL PILES/PILE CAPS UNDER RESPECTIVE COLUMNS.
CAST IN PLACE (AUGER) TYPE PILES SHALL CONSIST OF CONCRETE PLACED AFTER BEING DRILLED BY
A CONTINUOUS FLIGHT AUGER.
4.
3.
1.
2.
THIS STRUCTURE IS DESIGNED IN ACCORDANCE WITH ASCE 24. THE PILE & COLUMN FOUNDATION
AND THE STRUCTURE TO BE ATTACHED THERETO HAVE BEEN DESIGNED TO BE ANCHORED TO RESIST
FLOTATION, COLLAPSE AND LATERAL MOVEMENT DUE TO THE EFFECTS OF WIND AND FLOOD LOADS
ACTING SIMULTANEOUSLY ON ALL BUILDING COMPONENTS, IN ADDITION TO OTHER LOAD
REQUIREMENTS AS DEFINED IN CHAPTER 16 OF THE FBC.
7.
ALL FRANGIBLE (BREAKAWAY) WALLS HAVE BEEN DESIGNED IN ACCORDANCE WITH ASCE 24.11.
THE WALLS AND PARTITIONS BELOW THE DESIGN FLOOD ELEVATION HAVE BEEN DESIGNED TO COLLAPSE
FROM A WATER LOAD LESS THAN THAT WHICH WOULD OCCUR DURING THE BASE FLOOD.
11.
THE ELEVATED PORTION OF THE BUILDING AND SUPPORTING FOUNDATION SYSTEM HAVE BEEN DESIGNED
TO WITHSTAND THE EFFECTS OF WIND AND FLOOD LOADS ACTING SIMULTANEOUSLY ON STRUCTURAL
AND NONSTRUCTURAL BUILDING COMPONENTS.
12.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS
STAMPED "Construction Set", DATED, SIGNED AND
SEALED BY THE ENGINEER. ALL CONSTRUCTION
SHALL BE IN COMPLIANCE WITH ALL JURISDICTIONAL
PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION.
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
AS NOTED
01/19/21
AUGER CAST PILING LAYOUT
S-1PILING SCHEDULE & DETAIL
DATE:DATE:
AUGER-CAST PILE LAYOUT
P1 P2 P3 P4
P9
P8P5P7
P12
P6
P10
P13
P14 P15 P16 P17
P18 P19 P20 P21 P22 P23 P24
5'-4"8'-4"10'-4"9'-0"18'-0"10'-6"10'-6"10'-6"10'-6"
P11
9'-0"7'-0"7'-0"
7'-0"7'-0"
5'-4"1'-4"8'-4"6'-8"9'-0"3'-9"27'-8"8'-0"13'-0"3'-6"15'-6"3'-9"
12'-8"1'-6"13'-0"13'-0"14'-0"
SCALE: 1/4" = 1'-0"
TYPICAL PILING @
ELEVATOR PIT - REFER
TO DETAIL SHEET S-9
TYPICAL PILING @ PATIO
w/ TRANSITION CAPTYPICAL PILING &
TRANSITION CAP
CRITICAL BEARING PILING
19.0 kips COMPRESSION LOAD
53.2kips MAX. LOAD
(COMPRESSION)TYPICAL PILING &
TRANSITION CAP
53.2kips MAX. LOAD
(COMPRESSION)
TYPICAL PILING &
TRANSITION CAP
CRITICAL BEARING PILE
57.2kips COMPRESSION LOAD
TYPICAL PILING &
TRANSITION CAP
@ GARAGE
PILING & TRANSITION
CAP @ ENTRY
CRITICAL BEARING PILE
57.2kips COMPRESSION LOAD
CRITICAL BEARING PILE
28.8kips COMPRESSION LOAD
TRANSITION CAP or GRADE BEAM
REFER TO TRANSITION CAP
DETAIL (sheet S-3) FOR REINF.
REFER TO GRADE BEAM DETAILS
sheet S-9 EL.=SEE SCHEDULE
TOP OF TRANS. CAP
18"24"PILE/CAP/COLUMN DETAIL
SCALE: NOT TO SCALE
16" dia. AUGER CAST
PILE w/ (6) #6 BARS
only (3) bars shown
#3 STIRRUPS SPACED 4" O.C.
@ TOP OF PILE THEN 10" O.C.
FOR REMAINDER AS SHOWN
POURED-IN-PLACE or
PILATER BLOCK CONCRETE
COLUMN - REFER TO PLANS
FOR LOCATIONS - REFER TO
COLUMN SCHEDULE FOR
SPECIFICATIONS &
REINFORCEMENT - TYPE
"C-1" COLUMN ILLUSTRATED
(6) #3 BARS
TAPERED TO POINT & TIED
TO PILE CAGE AS SHOWN
WIRE TIES
3" MIN. PILE EMBEDMENT
per FBC 1810.3.11
EL.=SEE SCHEDULE
BOTTOM OF PILE CAGE4"12"12"12"CLEAN OUT 6" BELOW TOP
OF PILE PRIOR TO CAP
CONSTRUCTION 24"16"3"6"3"10"HOOK ALL PILE REINF TOWARDS
CENTER OF TRANSITION CAP or
GRADE BEAM - REFER TO
DETAILS (sheet S-3)
PILE SHALL BE DRILLED w/ A
CONTINUOUS FLIGHT AUGER
AND CAST w/ 5,000 PSI GROUT
PILE CAPACITY IS RELATIVE TO PILE DEPTH
BELOW THE SCOUR LINE. REFER TO DEEP
FOUNDATION NOTES FOR DETAILS.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set",
DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN
COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
PILING SCHEDULE
INSTALLATION NOTE: TOP OF PILE STEEL SHALL NOT EXCEED 3" (0.25 feet) BELOW THE CAP ELEVATION
24.67'7.42 navd
24.25'7.00 navd
25.25'8.00 navd
6.00 navd
-19.00 navd
-19.00 navd4.25 navd 23.25'
-19.00 navd6.25 navd
-19.00 navd5.25 navd
16" AUGER-CASTP9
5.67 navd
16" AUGER-CASTP16
16" AUGER-CASTP12-P15
16" AUGER-CASTP17
16" AUGER-CAST
16" AUGER-CASTP21-22
P10-P11
16" AUGER-CASTP2-P6
16" AUGER-CASTP23-P24
16" AUGER-CASTP1
CAP eleationPILE lengthPILE DEPTHTOP OF PILETYPEDESIGNATION
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/4" = 1'-0"
01/19/21
AUGER CAST PILING LAYOUT
S-2PILING SCHEDULE & DETAIL
24.08'6.83 navd-19.00 navd5.08 navd16" AUGER-CASTP7-P8
24.08'6.83 navd-19.00 navd5.08 navd
24.08'6.83 navd-19.00 navd5.08 navd
24.08'7.00 navd-19.00 navd5.08 navd
16" AUGER-CASTP18-20 24.25'7.00 navd-19.00 navd5.25 navd
24.08'6.83 navd-19.00 navd5.08 navd
25.25'8.00 navd-19.00 navd6.25 navd
typ. saw cut typ. saw cut60"±60"±
SCALE: 1/4" = 1'-0"
TRANSITION CAP LAYOUTFRANGIBLE FOOTINGS & SLABS
12" THICKENED EDGEw/ (2) #5's cont.(typ. patio slab perimeter)ALL STEEL DISCONTINUOUSAT TRANSITION CAPS
similar
TOP OF CAP@ 7.0 NAVD
TOP OF BEAM@ 6.0 NAVD(-2'-0" B.F.F.)
TOP OF CAP @6.83 NAVD(1'-2" B.F.F.)
SLOPE 2"
F-6
MONOLITHIC FOOTER w/RECESS FOR GARAGE DOOR(typ.) - refer to details
F-4
typical
(3) sides
F-2
4" thick FRANGIBLE SLAB
(A/C equipment pad - refer to
architecturals for locations)
ELEVATION
+0'-0" F.F.
(8.0 NAVD)
CONC. SPREAD FOOTING(typical at all masonry walls)refer to details sheet S-9ALL STEEL DISCONTINUOUSAT TRANSITION CAPS
4" THICK **FRANGIBLE** CONCRETE SLAB
(MINIMUM 3000 PSI @ 28 DAYS)
FIBERMESH REINFORCED - SAW CUT AS SHOWN
OVER 6 MIL. VISQUEEN VAPOR BARRIER
OVER CLEAN COMPACTED TERMITE TREATED
FILL (COMPACTED TO 95% DENSITY)
typical for all GROUND FLOOR slabs ELEVATION
-1'-0" B.F.F.
(7.0 NAVD)
5'-0"5'-4"2'-0"8'-0"21'-7"
6"4'-2"5'-8"3'-10"6"
6"6"6"6"6"~8"~13"flat
slo
p
e
flat
slo
p
e
4'-0"5'-9"12'-8"ELEVATOR PITrefer to detailsTOP OF CAP @7.00 NAVD(1'-0" B.F.F.)
F-3
ELEVATION
-1'-2" B.F.F.
(6.83 NAVD)
ELEVATION
-0'-7" B.F.F.
(7.42 NAVD)
CONC. SPREAD FOOTING(typical at all masonry walls)refer to details sheet S-9ALL STEEL DISCONTINUOUSAT TRANSITION CAPS
12" THICKENED EDGEw/ (2) #5's cont.(typ. patio slab perimeter)
ELEVATION
+0'-0" F.F.
(8.0 NAVD)
ELEVATION
+0'-0" F.F.
(8.0 NAVD)
ELEVATION
-1'-0" B.F.F.
(7.0 NAVD)
SLOPE 2"
ELEVATION
-1'-2" B.F.F.
(6.83 NAVD)2'-0"11'-0"2'-0"11'-0"2'-0"28'-0"4" THICK CONCRETE SLAB
(FRANGIBLE)
4" THICK CONCRETE SLAB
(FRANGIBLE)
ELEVATION
-1'-0" B.F.F.
(7.0 NAVD)
ELEVATION
-0'-6" B.F.F.
(7.5 NAVD)
ELEVATION
-0'-6" B.F.F.
(7.5 NAVD)ELEVATION
-0'-6" B.F.F.
(7.5 NAVD)
F-3
F-3
F-5
F-1 F-1
F-3
F-3
F-3
F-3
5'-0"2'-0"2'-0"
5'-0"2'-0"5'-0"2'-0"2'-0"
F-3
TOP OF CAP@ 8.0 NAVD
8'-4"2'-0"7'-0"2'-0"7'-0"2'-0"6'-4"2'-0"
F-1 F-1
F-5
similar
F-5
8'-6"2'-0"8'-6"2'-0"8'-6"2'-0"8'-6"2'-0"
F-1 F-1F-1 F-1
F-7
2'-0"11'-0"ELEVATION
-1'-0" B.F.F.
(7.0 NAVD)
4" THICK CONCRETE SLAB
(FRANGIBLE)2'-0"4'-2"F-5
similar
typ. saw cut typ. saw cut60"±60"±
TOP OF CAP@ 8.0 NAVD
TOP OF CAP@ 6.83 NAVD
5'-8"6"
6"
S-8
2
TYPICAL #6 IN AUGER
CAST PILE
exterior edge of grade beam
interior edge of grade beam
exterior edge of grade beam
interior edge of grade beam
PILE CAP
see detail
16" AUGER CAST PILE
(6) #6Ø IN AUGER
CAST PILE
#3 STIRRUPS MFR'd
w/ 914 " INSIDE DIA.
exterior edge
of cap/footer
interior edge
top of pile
edge of pile16" AUGER
CAST PILE
edge of pile16"
16" AUGER CAST PILE (6) #6Ø IN AUGER
CAST PILE
#3 STIRRUPS MFR'd
w/ 914 " INSIDE DIA.
16" AUGER CAST PILE
(6) #6Ø IN AUGER
CAST PILE
#3 STIRRUPS MFR'd
w/ 914 " INSIDE DIA.3" typ.PILE REINFORCEMENT DETAILS
SCALE: NOT TO SCALE
TYPICAL PILE @ GRADE BEAM
TYPICAL PILE @ TRANSITION CAP
(w/ adjacent continuous footing)
TYPICAL PILE @ GRADE BEAM
(CORNER)
TYPICAL PILE PROFILE
CONTINUOUS FOOTER @
EXTERIOR PERIMETER
w/ (2) #5's cont. (TYP.)
DISCONTINUE STEEL for
FRANGIBLE FOOTINGS
refer to plans for locations
bottom of transition cap
TRANSITION CAP DETAILS
SCALE: NOT TO SCALE
(3) #3 STIRRUPS
@ 9" O.C.
(7) #6x18" @ 9"
O.C. AS SHOWN
18"18"R
1
"
t
y
p
.
2"
#6x18" EACH
SIDE AS SHOWN
PROVIDE A MINIMUM 3" CONCRETE
COVER FOR ALL REINFORCING STEEL.
ALL TRANSITION CAPS ARE CENTERED
OVER CORRESPONDING AUGER PILE.
SCALE: NOT TO SCALE
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
FRANGIBLE SLAB DETAIL
SCALE: not to scale
60"60"112" min.4"3
16
" max.nominalclean compacted fill
SAW-CUT
4" conc. SLAB4" conc. SLAB
induced crack
SAW-CUT SAW-CUT4" THICK CONCRETE SLAB (MIN. 3000
PSI @ 28 DAYS) FIBERMESH REINFORCED
- SAW CUT AS SHOWN - OVER 6 MIL.
VISQUEEN VAPOR BARRIER OVER CLEAN
COMPACTED TERMITE TREATED FILL
(COMPACTED TO 95% DENSITY)
typical for all GROUND FLOOR slabs
CONSTRUCTION SET
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
ALL CONCRETE SLABS
BELOW THE LOWEST
HORIZONTAL SUPPORTING
MEMBER ELEVATION
(16.41 N.A.V.D.) SHALL
BE FRANGILBE DESIGN.
ALL CONCRETE SLABS BELOW THE
LOWEST ALLOWED HORIZONTAL
SUPPORTING MEMBER ELEVATION (16.41
N.A.V.D.) SHALL BE FRANGILBE DESIGN.
TYPICAL SLAB TRANSITION
SCALE: 3/4" = 1'-0"
8"8"4" STEP
VAPOR BARRIER
clean termite treated granular fill
8"x8" THICKENED EDGE
*FRANGIBLE*
4" thick 3000psi CONCRETE
SLAB - FIBERMESH REINF. -
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
to plans for cut locations
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/4" = 1'-0"
01/19/21
AUGER CAST PILING LAYOUT
S-3PILING SCHEDULE & DETAIL
SIMPSON HETA20 AT
EACH TRUSS (typical)
BEAM & COLUMN LAYOUT
SCALE: 1/4" = 1'-0"
1st FLOOR FRAMING PLAN
ALL ROOF TRUSSES SHALL
BE ANCHORED with
SIMPSON HETA20
EMBEDDED TRUSS STRAPS,
UNLESS NOTED OTHERWISE
6"
ALL MASONRY CONSTRUCTION ORIGINATING
BELOW THE LOWEST ALLOWED HORIZONTAL
SUPPORTING MEMBER @ 15.50' N.A.V.D.
(FIRST FLOOR)SHALL BE FRANGIBLE
CONSTRUCTION, UNLESS NOTED OTHERWISE.
REFER TO SHEET S-10 FOR FRANGIBLE WALL
CONSTRUCTION DETAILS.
ALL WALLS DENOTED "MASONRY SHEARWALL"
(ILLUSTRATED AS )
ARE NOT FRANGIBLE AND SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE
METHODS PRESCRIBED IN THE "BUILDING
SECTION" ON THE DETAILS SHEET S-8.
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
CTB-1
#4's @ 12" o.c.
SLOPE 1"
CANTILEVER
4'-4"
677#
B
DROP BEAM FORM AS
NECESSARY FOR GARAGE
DOOR or USE PRECAST LINTEL
COMPOSITE BEAM - REFER TO
SECTION FOR DETAILS
C-1
13'-4"15'-8"6'-0"6'-0"8'-0"12'-0"14'-4"F01GZ
H
J
5
ZCJ1
ZCJ3
ZCJ5
ZEJ5 ZCJ1ZCJ3ZCJ5ZEJ5 2'-0"5'-4"2'-0"8'-0"2'-0"2'-0"
CTB-1 CTB-1 CTB-1 CTB-1 CTB-4
CTB-1a8'-8"C-1 C-1 C-2
C-2
C-1
CTB-1
13'-4"CTB-1CTB-1
CTB-1
C-1
CTB-1
C-1
CTB-1
C-1
CTB-1
C-2
C-1 C-4
C-1 3'-6"CTB-1C-3
C-3 18'-8"CTB-29'-2"4'-6"C-4
C-5
5'-9"
CTB-1
HYBRID CONCRETE-STEEL
JOIST FLOOR SYSTEM by
others - REFER TO SHOP
DRAWINGS FOR DETAILS
S-7
1
MASONRY SHEARWALLtypical @ elevator shaft 13'-8"CTB-5C-4
CTB-5C-4
CTB-1
CTB-4
ELEVATION
SLOPE 1"
ELEVATION
ELEVATION
ELEVATION
11'-4" A.F.F.
OPEN
TO
BELOW
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
ELEVATION
10'-10" A.F.F.ELEVATION
10'-9" A.F.F.28'-0"6"
11'-4" A.F.F.
11'-4" A.F.F.
11'-4" A.F.F.
ELEVATION
10'-10" A.F.F.ELEVATION
10'-9" A.F.F.
#4's @ 12" o.c.
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
#5's @ 8" o.c.C
↓678#
↑ 724#
5'-9"
S-8
3
S-8
1
CANTILEVER
4'-4"
LHSM MAIN BEAM SHALL BE
CONCRETE (8"x24") TIE BEAM
w/ (2) #5"s TOP & BOTTOM
U.N.O.
TOP OF LHSM MAIN BEAM
SHALL BE 11'-4" A.F.F.
4'-8"
4'-8"
ALL NON LOAD-BEARING
MASONRY WALLS SHALL
BE CAPPED WITH A SINGLE
COURSE GROUT FILLED
BOND BEAM (8"x8") w/ (1)
#5 CONTINUOUS
#4's @ 12" o.c.#5's @ 8" o.c.#4's @ 12" o.c.#5's @ 8" o.c.
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
6'-0"8'-0"
8'-0"10'-6"10'-6"11'-6"11'-6"6'-0"
11'-4"9'-1"8'-11"9'-5"
11'-7"5'-5"
8'-9"6'-0"14'-0"14'-0"13'-10"14'-0"14'-0"CTB-3CTB-3
CTB-6CTB-7
CTB-1a
CTB-1a
CTB-1aCTB-1a
CTB-1a CTB-1CTB-1803#
B
S-8
2
312"x312x38" TUBE
STEEL COLIMN
28'-0"CTB-1aCTB-1aCONTRACTOR SHALL SUBMIT SHOP
DRAWINGS TO THE ENGINEER OF RECORD
FOR REVIEW PRIOR TO CONSTRUCTION
CONTRACTOR TO COORDINATE
CLEARANCES AT STAIRWAYS
WITH ARCHITECTURAL DRAWINGS
PRIOR TO CONSTRUCTION.
REMARKS
16"
24"
SEE PLAN FOR ORIENTATION
H
8"C2
C3 8"BC-1 HB
#3 @ 12" O.C.
(8) #5
C-4BH
C-2
16"
H
PLAN SIZE
CONCRETE COLUMN SCHEDULE
C1
B
8"
MARK
#3 @ 12" O.C.
TIES
REINFORCEMENT
VERTICAL
(4) #5
12"C4 12"(4) #5
#3 @ 12" O.C.
C-3
C5
(6) #5
H
BTYPICAL FORM-POURED COLUMN
TYPICAL CORNER FORM-POURED COLUMN
FORM-POURED COLUMN - GARAGE CORNERS
C-6
12" sq. PILASTER BLOCK COLUMN - see note below
C-6 MAY BE USED IN PLACE OF C-4
N/A
18"8"(6) #5 #3 @ 12" O.C.FORM-POURED COLUMN - PATIO CENTER
C-5
C6 12"12"(6) #5 #3 @ 12" O.C.OPTIONAL 12"x12" COLUMN - FORM-POUR
H
BHB
REMARKS
12"
CTB-2
CTB-3
#3 @ 12" O.C.
#3 @ 12" O.C.
8"
W
PLAN SIZE
FIRST FLOOR CONCRETE TIE BEAM SCHEDULE
CTB-1
D
24"
MARK
#3 @ 12" O.C.
STIRRUPS
REINFORCEMENT
TOP
(2) #5
12"
CTB-4 #3 @ 12" O.C.
CTB-1DW
M.BOT.
TOP of
BEAM
(3) #5 (3) #5
CTB-2
n/a (2) #5 TYPICAL 1st FLOOR BEAM exterior
8"21"
(3) #5 (3) #5n/a
CTB-3 CTB-4DW
CTB-5
12"CTB-5 17"#3 @ 12" O.C.12" BEAM - REAR PATIO EXTERIOR MIN.
16"CTB-6 24"#3 @ 10" O.C.16" BEAM - EXTERIOR WALL BEARING(3) #5 (3) #5n/a
12"CTB-7 #3 @ 12" O.C.(3) #5 (3) #5n/a varies
CTB-6DW
CTB-7DW
12"CTB-5a #3 @ 12" O.C.
+11'-1"
varies STEP BEAM - Refer to details this sheet
(3) #5 (3) #5n/a
(3) #5 (3) #5n/a
(2) #5 (2) #5
n/a
12" BEAM - PATIO BEAM per ARCHITECT
24"
23"
12" BEAM - ROOF BEARING
#3 @ 12" O.C.8"24"n/a 8" BEAM OVER GARAGE DOOR(2) #5 (2) #5
+11'-4"
varies 12" BEAM - BOTTOM @ +9'-4" A.F.F.sloped
DW
TOP SLOPED 1" (patio)
DEPTH VARIES FROM
18" MAX. to 17" MIN.
+11'-4"
+11'-4"
+10'-9"DW
DW
+10'-9"
+11'-4"
CTB-1a n/a TYPICAL 1st FLOOR BEAM interior
CTB-1a SIMILAR
CTB-5a SIMILAR INCREASE STIRRUPS TO 6"o.c.
FOR 36" FROM ENDS & ADD
(2) #5x36" BARS AS SHOWN
(2) #5x36"
6"o.c. @ ENDS
@10"o.c. w/
EACH END
RECESS BEAM FOR S.G.D.AS SHOWN ON PLANS (right)
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
FLOOR FRAMING PLAN
COLUMN & BEAM SCHD.
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/4" = 1'-0"
01/19/21 S-4
CTB-1a
+11'-1" A.F.F.
+10'-9" A.F.F.
bottom steel
top steel
CANTILEVER BEAM DETAIL
SCALE: not to scale
21"
16"
6"
INSURE A MINIMUM TWO-INCH (2") CONCRETE COVER
(PROTECTION) FOR ALL BEAM REINFORCEMENT STEEL.
CT
B
-
1
a
CT
B
-
2
4'-8"4'-0"
24"
CANTILEVER
+10'-10" A.F.F.
3"
SLOPE 1"
5"
CTB-6@ recess
RECESS BEAM FOR SLIDING
GLASS DOOR FRAME - REFER
TO ARCHITECUTRALS FOR
REQUIREMENTS - ADJUST
STEEL PER DETAIL AT LEFT...
RECESS per ARCHITECT
ADJUST STEEL REINF.
CTB-7
+11'-1" A.F.F.+10'-9" A.F.F.bottom steel
top steel
PATIO STEP BEAM DETAIL
SCALE: not to scale
21"
17"
6"
INSURE A MINIMUM TWO-INCH (2") CONCRETE COVER
(PROTECTION) FOR ALL BEAM REINFORCEMENT STEEL.CTB-1aCTB-65'-4"7'-4"
24"
BALCONY
+10'-10" A.F.F.
3"
SLOPE 1"CTB-517"
16"
BEAM
CTB-7
+11'-4" A.F.F.bottom steel
top steel+11'-1" A.F.F.
2nd FLOOR FRAMING PLANLOWER ROOF FRAMING PLAN
C-4
SCALE: 1/4" = 1'-0"E01ZHJ4ZCJ1
ZCJ1Z
H
J
4
ZCJ1 ZCJ1ZCJ3
ZEJ4
ZCJ3
ZEJ4
S-7
1
C-4
#4's @ 12" o.c.CTB-9CTB-8
CTB-811'-7"5'-5"
CTB-8
9'-2"OPEN
TO
BELOW
HYBRID CONCRETE-STEEL
JOIST FLOOR SYSTEM by
others - REFER TO SHOP
DRAWINGS FOR DETAILSSIMPSON MTS12 AT
EACH TRUSS (typical)
915#
D
LOWER ROOF FRAMING
REFER TO SHEET S-4
FOR DEATILS
312"x312x38" TUBE
STEEL COLIMN
C-4
13'-8"INTERMEDIATE BEAM SHALL
BE CONCRETE (8"x24") TIE
BEAM w/ (2) #5"s TOP &
BOTTOM U.N.O.
TOP OF INTERMEDIATE BEAM
SHALL BE 23'-4" A.F.F.
S-8
3
S-8
1
GIRDER TRUSSCTB-8 "INTERMEDIATE BEAM"
45'-4"
3'-4"3'-2"19'-0"3'-2"16'-8"
CONTRACTOR SHALL VERIFY ALL
WINDOW & DOOR OPENING
DIMENSIONS WITH THE ARCHITECTURAL
PLANS AND THE MANUFACTURER SHOP
DRAWINGS PRIOR EXTERIOR MASONRY
WALL CONSTRUCTION 8'-8"19'-4"24'-0"CTB-8 "INTERMEDIATE BEAM"
50'-8"
19'-5"1'-8"4'-8"1'-8"9'-9"9'-3"4'-4"
7'-4"
7'-4"
ELEVATION
+11'-4" A.F.F.
ELEVATION
+11'-4" A.F.F.
ELEVATION
+11'-4" A.F.F.
ELEVATION
+11'-4" A.F.F.8'-0"3'-2"2'-4"2'-6"5'-4"1'-0"2'-4"4'-6"3'-0"4'-4"2'-4"1'-2"915#
D
6'-0"8'-0"2'-0"20'-0"CTB-8ELEVATION
+11'-0" A.F.F.
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
ELEVATION
+10'-10" A.F.F.
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
FLUSH
DOUBLE (2) 2x12 P.T. BEAM
(w/ 1/2" PLYWOOD SPACER)
TYPICAL @ BALCONY ROOF
SIMPSON MBHU3.56-SS
TYPICAL TWO (2) LOCATIONS
CONSTRUCT FILLED CELL COLUMN
@ CONNECTOR LOCATION
6x6 P.T. POST - TWO LOCATIONS
SIMPSON CBS66 at BASE
(4) 1/2" SS BOLTS at CAP
4"
SHOWER RECESS
TRANSITION BEAM
ELEVATION
+11'-0" A.F.F.
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
POURED-IN-PLACE
6" THICK (nominal)
3000psi CONCRETE
STRUCTURAL SLAB
3'-2"5'-9"8'-0"STEP BEAM 7"
6"
6"6"SIMPSON HETA20 AT
EACH TRUSS (typical)CTB-12CTB-8CTB-10
CTB-11 CTB-12aCTB-13CTB-14
CTB-15
CTB-8
SLOPE 1"
#5's @ 12" o.c.#4's @ 12" o.c.#5's @ 12" o.c.#4's @ 12" o.c.S-8
2
E02GZCJ3ZCJ32'-3"
2'-0"4'-0"
1077#
F
1077#
F
G
↓1444#
↑ 1843#
G
↓2629#
↑ 2594#
SECURE VALLEY SET TRUSSES TO
COMMONS w/ SIMPSON VTCR @
48" O.C. (min. 2 per truss)
CONTRACTOR SHALL SUBMIT SHOP
DRAWINGS TO THE ENGINEER OF RECORD
FOR REVIEW PRIOR TO CONSTRUCTION
CONTRACTOR TO COORDINATE
CLEARANCES AT STAIRWAYS
WITH ARCHITECTURAL DRAWINGS
PRIOR TO CONSTRUCTION.DW
CTB-10
REMARKS
CTB-10 #3 @ 12" O.C.
W
PLAN SIZE
SECOND FLOOR CONCRETE TIE BEAM SCHEDULE
D
MARK
STIRRUPS
REINFORCEMENT
TOP
8"#3 @ 12" O.C.
M.BOT.
TOP of
BEAM
8"
n/a
16"
CTB-12
CTB-13
CTB-14 #3 @ 12" O.C.8" BEAM - PATIO SLABsloped8"
12"#3 @ 12" O.C.12" BEAM - REAR PATIO EXTERIOR BEAM
DW
DW
CTB-11
BEAM
n/a
n/a
CTB-11
8"CTB-9 #3 @ 12" O.C.(2) #5 +23'-1"n/a (2) #5n/a
8"CTB-8 #3 @ 12" O.C.(2) #5 +23'-4"n/a (2) #5n/a
8" BEAM - TYPICAL 2nd FLOOR INTERIOR
DW
CTB-8DW DW
CTB-9DW
DW
CTB-12DW DW
CTB-13 DW
CTB-14
+22'-10"
12" BEAM - TYPICAL 2nd FLOOR EXTERIOR
16" BEAM - RECESS FOR SLIDING GLASS DOOR+13'-0"
(3) #5 (3) #5
#3 @ 12" O.C.(3) #5 (3) #5
24"
varies
36"
24"
48"
21"
24"
(2) #5 (2) #5
8" BEAM - TYPICAL 2nd FLOOR EXTERIOR
W
CTB-15DTRANSITION BEAM @ REAR PATIO
(3) #5
CTB-12a 12"#3 @ 12" O.C.+23'-4"(3) #5 (3) #542"
(3) #5
12" BEAM - SHOWER RECESS EXTERIOR BEAM
n/a
8"CTB-15 #3 @ 12" O.C.(2) #5 +23'-4"(2) #5n/a12"8" BEAM - SHOWER RECESS TRANSITION
(2) #5 (2) #5
(2) #5 (2) #5 +23'-4"
+23'-4"
CTB-12a SIMILAR
(3) #5
JOIST LEDGERED PERPENDICULAR TO TIE BEAM
L 4"X6"X3/8" W/
1/4" STIFFENER
W/ (2)3/4"∅X7" LONG WEDGE
ANCHOR BOLTS.
5" MIN. EDGE DIST. LOCATED AT
JOIST SHOE, 4'-0" O.C. (TYP.)
COMPOSITE
STEEL JOIST
PRE-CAST CONCRETE SLAB
AERIAL FLOOR SYSTEM
3"
SE
E
P
L
A
N
2"3/16"
CONCRETE BEAM
(BY OTHERS)6"4"
PLATE 8"X12"X
3
4"
W/(4)3/4"∅X5-1/4" LONG
HEADED STUDS
8"11 2"SLAB LEDGERED TO UPTURNED BEAM
(2) 1/2"∅ X 3" WEDGE ANCHORS
NOTE: BOLTS AT HORIZ. LEG
OF ANGLE IS ONLY REQUIRED
IF THE EMBED IN SLAB
IS MISSING AT TOP LEG PROVIDE
CH-100 EMBED PLATE
TO BE PLACED
ON THE SIDE OF
TIE BEAM
3/16"2"
COMPOSITE STEEL
BAR JOIST
PRE-CAST CONCRETE SLAB
AERIAL FLOOR SYSTEM
CH-300 INSERT
@ 4'-0" O.C.
CONCRETE BEAM
(BY OTHERS)3"SE
E
P
L
A
N
GROUT
STEEL ROUND
BAR5"x
APC-x
x
APC-x
CONNECTION
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
20-1131
C:\Users\PHILIP~1\AppData\Local\Temp\BricsCAD\bp_0\REED STRUCTURAL_1.0.dwg by PhilipPepe on Jan 20, 2021 - 11:51amMARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/4" = 1'-0"
01/19/21
SECOND FLOOR FRAMING PLAN
S-5BEAM SCHEDULE & DETAILS
CTB-12 CTB-12a
+23'-4" A.F.F.
+22'-9" A.F.F.
bottom steel
top steel
7" STEP BEAM TRANSITION DETAIL
SCALE: not to scale
middle steel
42"
35"
7"
8'-8"
INSURE A MINIMUM TWO-INCH (2") CONCRETE COVER
(PROTECTION) FOR ALL BEAM REINFORCEMENT STEEL.
CT
B
-
1
1
CT
B
-
1
0
by others (REFER TO SHOP DRAWINGS)
SCALE: not to scale
PRECAST FLOOR SYSTEM CONNECTION DETAILS
CTB-13@ recess
RECESS BEAM FOR SLIDING
GLASS DOOR FRAME - REFER
TO ARCHITECUTRALS FOR
REQUIREMENTS - ADJUST
STEEL PER DETAIL AT LEFT...
RECESS per ARCHITECT
ADJUST STEEL REINF.
CONTRACTOR SHALL SUBMIT
SHOP DRAWINGS TO THE
ENGINEER OF RECORD FOR
REVIEW PRIOR TO CONSTRUCTION
top steel
bottom steel
SECURE VALLEY SET TRUSSES TO
COMMONS w/ SIMPSON VTCR @
48" O.C. (min. 2 per truss)
SCALE: 1/4" = 1'-0"
MAIN ROOF FRAMING PLAN
ALL MASONRY WALL TOP OF BEAM
(main roof bearing) @ +23'-0" A.F.F
unless noted otherwise
ALL MAIN ROOF BEARING SHALL BE
ON 8"x16" CONCRETE TIE BEAM,
UNLESS NOTED OTHERWISE
refer to sections and details
GIRDER TRUSSZMG7
Z
H
J
7
ZCJ1
ZCJ3
ZCJ5 ZCJ1ZCJ3ZCJ5ZEJ7
D03GD02D01Z
H
J
7
ZCJ1
ZCJ3
ZCJ5 ZCJ1ZCJ3ZCJ5ZEJ7
ZHJ7ZCJ1
ZCJ3
ZCJ5
ZCJ1ZCJ3ZCJ5ZEJ7
ZEJ7S
ZEJ7
ZEJ7
ZEJ7
ZEJ7 ZHJ7ZCJ1
ZCJ3
ZCJ5ZCJ1ZCJ3ZCJ5
ZEJ7
Z
H
J
7
ZCJ1
ZCJ3
ZCJ5
ZCJ1ZCJ3ZCJ5ZEJ7
ZEJ7
ZEJ7
ZEJ7
ZEJ7
ZEJ7
ZEJ7
ZEJ7
ZEJ7
MV2
MV4
S-7
1
2349#
E
LOWER ROOF FRAMING
REFER TO SHEET S-4
FOR DEATILS
S-8
3
S-8
1
L1
L2
L3
L4
L5GIRDER TRUSS5'-5"4'-6"4'-6"4'-6"3'-8"5'-10"3'-8"4'-6"3'-8"3'-8"7'-3"20'-0"13'-4"5'-5"L3 L3
L1
L6L7L7
L7
L7
L8 B03GB02B01A03A02A06GA05A04A03A02A01A01A01A01A01A01A01A01A01A01A01A01A01PRE ENGINEERED WOOD
TRUSSES @ 24" o.c.
SIMPSON HETA20 AT
EACH TRUSS (typical)
GIRDER TRUSS
2310#
E
677#
B
677#
B
2310#
E
1408#
B
1556#
B
677#
B
600#
B
1380#
B
677#
B
677#
B
GIRDER TRUSS5'-0"
5'-0"
5'-0"
2'-0"2'-0"2'-0"2'-0"52'-8"28'-0"2'-0"2'-0"2'-0"2'-0"58'-0"
2'-0"2'-0"5'-4"8'-0"20'-0"S-8
2
QUANITY OF #5
REBAR AT TOP
QUANITY OF #5 REBAR AT
BOTTOM OF LINTEL CAVITY
NOMINAL HEIGHT
NOMINAL WIDTH
F=FILLED w/ GROUT
U=UNFILLED 8F16-1B/1T
NOTE: USE CASTCRETE
NOTE: ALL GABLES &
JACKS = <250PLF
NOTE: R=RECESS
LINTEL DEPTHS MAY BE INCREASED, BUT NOT REDUCED
SCHEDULE TO BE FILLED IN BY ENGINEER
REMARKS
APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO
INSURE THEY ARE WITHIN ALLOWABLE LIMITS.
APPLIED UPLIFT
LOAD
L1
L2
LINTEL
NO.
LENGTH
UPPER BEAM CONCRETE LINTEL SCHEDULE
APPLIED GRAVITY
LOAD
SAFE GRAVITY
LOAD
SAFE UPLIFT
LOAD
COMPOSITE BEAM
L3
L4
L5
L6
L7
(TYP. VARIES)
8F248F20 8F328F28
8" NOMINAL WIDTH
OF LINTEL CAVITY
ACTUAL
BOTTOM REINFORCING
PROVIDED IN LINTEL
#5 REBAR AT BOTTOM
MIN.(1)#5∅ REBAR
1-1/2" CLEAR
REQ'D AT TOP W/
8F128F16 8U88F8
GROUT
C.M.U.
7-5/8"16" NOMINAL HEIGHT15-5/8" ACTUAL13.ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE
DESIGNER BY PROVIDING ADDITIONAL REINFORCED CONCRETE
MASONRY ABOVE THE LINTEL. SEE DETAIL AT RIGHT.
12.ALL RACEWAYS AND PIPES PLACED IN OR THROUGH ANY
CONCRETE SLAB SHALL BE SPACED A MINIMUM OF THREE
DIAMETERS OF THE LARGEST CONDUIT OR PIPE FROM ANY OTHER
SERVICE.
11.THE EXTERIOR SURFACE OF LINTELS INSTALLED IN EXTERIOR
CONCRETE MASONRY WALLS SHALL HAVE A COATING OF STUCCO
APPLIED IN ACCORDANCE WITH ASTM C-296 OR OTHER APPROVED
COATING..
10.PRODUCT APPROVALS: MIAMI-DADE COUNTY, FLORIDA NOS.
03-0606.05 & 03-0605.04. FLORIDA CERTIFICATE OF PRODUCT
APPROVAL NUMBER FL158.
9.SAFE LOAD RATING BASED ON RATIONAL DESIGN ANALYSIS PER ACI
318 AND ACI 530.
8.
6.
5.
4.
3.
2.
1.PROVIDE FULL MORTOR BED AND HEAD JOINTS.
SHORE FILLED LINTELS AS REQUIRED.
INSTALLATION OF ALL LINTELS MUST COMPLY WITH THE
ARCHITECTURAL and/or STRUCTURAL DOCUMENTS.
U-LINTELS ARE MANUFACTURED WITH 5 1/2" LONG NOTCHES AT
THE ENDS TO ACCOMODATE VERTICAL CELL REINFORCING AND
GROUTING.
REFERENCE THE CAST-CRETE LOAD DEFLECTION GRAPH ROCHURE
FOR LINTEL DEFLECTION INFORMATION.
BOTTOM FIELD ADDED REBAR TO BE LOCATED AT THE BOTTOM OF
THE LINTEL CAVITY.
CAST-IN-PLACE CONCRETE MAY BE PROVIDED IN COMPOSITE
LINTEL IN LIEU OF CONCRETE MASONRY UNITS.
PRECAST LINTEL NOTES
7.
7/32" DIAMETER WIRE STIRRUPS ARE WELDED TO THE BOTTOM
STEEL FOR MECHANICAL ANCHORAGE
Applied vertical load
Safe vertical load Safe horizontal load
Applied horizontal load+
1.0
8F16-1B/1T
L8
3'-6"
5'-4"
7'-6"
21'-4"
5'-10"
5365 2290
6113 4569
2661 1634
598 369
250 350
850 1000
250 350
no load no load
700 950
no load no load
4'-6"6113 2724200 300
6756 2093
13'-4"1075 606
8F16-1B/1T
8F16-1B/1T
8F16-1B/1T
8F16-1B/2T
8F16-1B/1T
8F16-1B/1T
8F16-1B/1T
4'-6"6113 2724
850 1000
CONDITION #1: STRAP IS O" TO 3/8" AWAY FROM
REPAIR: NO REPAIR NECESSARY.
CONDITION #2: STRAP IS 3/8" TO 1-1/2" AWAY
FROM EDGE OF TRUSS. REPAIR: PLACE MAXIMUM 2x4
AND MAY BE USED ON EITHER SIDE OF WALL.
DETAIL AND NAIL 7-10d.
CONDITION #3: STRAP IS MORE THAN 1-1/2" AWAY
FROM EDGE OF TRUSS. REPAIR: PER DETAIL SHOWN
USING USP RT18112 ANCHORED TO WALL WITH (3)
1/4"x2-1/4" (MIN.) TAP-CONS AND NAILED TO
TRUSS WITH 7-10d. MAXIMUM 1200 LBS. UPLIFT.
APPLIES TO MULTIPLES AND CONSECUTIVE TRUSSES,
BLOCK BETWEEN TRUSS AND STRAP. BEND PER
EVENLY AT LEAST 2" FROM TOP
(3) 1/4" X 2-1/4" TAPCONS SPACED
RT18112
EDGE OF TRUSS.
BLOCK
TRUSS
STRAP
STRAP MISALIGNMENT REPAIR
SCALE: not to scale
NOTE: USP-RT18112 MAY BE SUBSTITUTED
WITH SIMPSON HTSM16 AT ANY LOCATION
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
10d x 1
1
2
" NAILS
TYPE
MAIN ROOF CONNECTOR SPECIFICATION CHART
ALL WOOD TO CONC.
CONNECTIONS, UNLESS
NOTED BELOW.
CONNECTOR MARK
& DESCRIPTION
ALL WOOD TO WOOD
CONNECTIONS, UNLESS
NOTED BELOW.
REACTIONS
HETA20 SIMPSON
MANUFACTURER
CONNECTOR
NUMBER
MTS12 SIMPSON
9
FASTENERS REQUIRED per
MFR's SPECIFICATIONS
14
<xxxx
A
<xxxx
B
10d x 1
1
2
" NAILS
SINGLE PLY GIRDER TO
CONCRETE TIE BEAM
<xxxx
C
QUANTITY
<xxxx
D
HU28-SS
2-PLY GIRDER TRUSS
TO CONCRETE BEAM
<xxxx
E
SIMPSON
4 (CONC)
1
4
" x 1
3
4
" TAPCONS
SINGLE PLY HIP GIRDER
TO (2) 2x12 HEADER
ALLOWABLE
LOAD
TRUSS
LABEL(s)
UPLIFT↑
GRAVITY↓
↑1000
UPLIFT↑GRAVITY↓
↑ 1562
max.
↑ 950
max.
↑ 915
↑1810
<xxxx
F
<xxxx
G
H16 SIMPSON ↑1470
↑ 1077
max.
GIRDER TRUSS TO
(2) 2x12 HEADER
F01G
A06G
B03G
MBHU3.56
(9
1
4
" depth)
SIMPSON
(2) 2x12 HEADER TO
CONCRETE BEAM
<xxxx
H
2 (truss)
10 (header)
↓ 2400
↑ 760
2 (truss)10d x 1
1
2
" NAILS
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/4" = 1'-0"
01/19/21
UPPER ROOF FRAMING PLAN
S-6 CONNECTOR & LINTEL SCHD.
↓ 678
↑ 724
SIMPSON
18 (truss)10d x 1
1
2
" NAILS
DETAL20
↑2480
↑ 2349
max.
ZHJ4
MTS12 SIMPSON 14
10d x 1
1
2
" NAILS↑1000
E02G
10d x 1
1
2
" NAILS
↓ 4005
↑ 2210
↓ 1444
↑ 1843
2 (CONC)
12 (header)
3
4
" x 5" TITEN HD
1
4
" x 2
1
2
" SDS
ALLOWED LHSM 15.50' NAVD 30" LAP min.30" LAP min.30" LAP min.30" LAP min.30" LAP min.30" LAP min.30" LAP min.30" LAP min.30" LAP min.LONGITUDINAL BUILDING SECTION
SCALE: 1/2" = 1'-0"S-7
111'-4"12'-0"9'-4"1'-4"8'-0"2'-0"10'-0"2'-0"9'-4"23'-4" A.F.F.11'-4" A.F.F.32'-8" A.F.F.3'-6"2'-11"LHSM 17.33' NAVD
beam top steel
slab bottom steel
top steel
bottom steel
coincide w/ slab steel
beam bottom steel
slab bottom (beyond)
STRUCTURAL SLABrefer to plans for specs
2.5"
3"
2.5"2"2.25"3.5"2.25"2"WELD PLATE DETAIL
8"12"3/4" NELSON STUDS
(typical)
TUBE STEEL COLUMN
30" LAP min.30" LAP min.6"6"16" AUGER-CAST PILE AND 24"
TRANSITION CAP (beyond)
REFER TO DETAILS
slope
16" AUGER-CAST PILE &
24"sq. TRANSITION CAP
refer to plans & details
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
16"x24" CONCRETE TIE BEAM w/ (3) #5's TOP
& BOTTOM and #3 STIRRUPS @ 10" O.C.
TOP @ +11'-4" Above Finish Floor
See RECESS DETAIL sheet S-4 for
reinforcement configuration - Refer to BEAM
SCHEDULE sheet S-4 FOR additional steel
reinforcement required at ends... **CTB-6**
16" AUGER-CAST PILE AND
24" TRANSITION CAP
(beyond) REFER TO DETAILS
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
REFER TO ARCHITECTURAL
PLANS FOR FASCIA, SOFFIT
& DRIP EDGE DETAILS
REFER TO ARCHITECTURAL DRAWINGS FOR
ROOFING & UNDERLAYMENT...
19/32" CDX PLYWOOD SHEATHING w/ 8d
RING SHANK NAILS @ 6" o.c. EDGE & FIELD.
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section sheet S-8
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section sheet S-8
8"x24" CONCRETE BEAM
(INTERMEDIATE BEAM) w/ (2) #5's TOP
& BOTTOM & #3 STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
HYBRIB CONCRETE-STEEL
JOIST FLOOR SYSTEM
DESIGNED BY OTHERS
refer to shop drawings REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
HYBRIB CONCRETE-STEEL
JOIST FLOOR SYSTEM
DESIGNED BY OTHERS
refer to shop drawings
FRANGIBLE 8" CMU
MASONRY CONSTRUCTION
refer to sheet S-10 for
details & specifications
POURED CONCRETE
COLUMN (beyond)
8"x21" CONCRETE TIE BEAM w/
(2) #5's TOP, MIDDLE & BOTTOM
and #3 STIRRUPS @ 12" O.C.
TOP @ +11'-1" Above Finish Floor
**BEYOND**
TYPICAL 8" CMU MASONRY
CONSTRUCTION
**SHEARWALL**
refer to typical wall section
sheet S-8
TYPICAL 8" CMU MASONRY
CONSTRUCTION
**SHEARWALL**
refer to typical wall section
sheet S-8
SHEARWALL FOUNDATION
@ ELEVATOR PIT
refer to FOUNDATION
section sheet S-9 for details
16" AUGER-CAST PILE &
24"sq. TRANSITION CAP
refer to plans & details
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
POURED CONCRETE
COLUMN (beyond)
12"x18" (nominal) CONCRETE
BEAM w/ (3) #5's TOP & BOTTOM
and #3 STIRRUPS @ 12" O.C.
TOP @ -0'-6" Below Finish Floor
**CTB-7**
12"x17" CONCRETE TIE BEAM
w/ (3) #5's TOP & BOTTOM and
#3 STIRRUPS @ 12" O.C.
TOP @ -0'-7" Below Finish Floor
REFER TO ARCHITECTURAL
PLANS FOR RUNOFF CONTROL
& REQUIRED RAILING
12" PILASTER BLOCK COLUMN
w/ (4) #5 vert. FILLED w/ GROUT
REFER TO DETAIL SHEET S-10
16" AUGER-CAST PILE AND
24" TRANSITION CAP
REFER TO DETAILS
TYPICAL MASONRY
CONSTRUCTION w/ S.G.D.
POCKET (beyond)
S.G.D. per
ARCHITECTURALS
8"x24" CONCRETE TIE BEAM w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
**CTB-11**
12"x35" CONCRETE BEAM w/ (3) #5's TOP
& BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +22'-9" Above Finish Floor
**CBT-12**
BEAM STEPS TO 42" DEPTH BEYOND
(CBT-12a)
6" (nominal) STEP (beyond)
TYPICAL MASONRY
CONSTRUCTION (beyond)
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
PRE-ENGINEERED ROOF
TRUSSES by others
COMPOSITE PRECAST
CONCRETE LINTEL
refer to schedule SHEET
S-6 for specifications
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
(PRECAST LINTELS @ OPENINGS
refer to schedule sheet S-6 for
specifications)
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
#5x75" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
16"x48" CONCRETE BEAM (INTERMEDIATE BEAM)
w/ (3) #5's TOP, MIDDLE & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor - RECESS
BEAM @ S.G.D. OPENING - see recess detail
sheet S-5 **CTB-13**
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
HYBRID CONCRETE-STEEL
JOIST FLOOR SYSTEM
DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
CONCRETE BEAM
(beyond)
CONCRETE BEAM
(beyond)
CONCRETE BEAM
(beyond)
CONCRETE BEAM
(beyond)8"x24" CONCRETE TIE BEAM w/ (2) #5's
TOP & BOTTOM & #3 STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
8"x24" CONCRETE TIE
BEAM w/ (2) #5's TOP
& BOTTOM & #3
STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above
Finish Floor
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
8"x24" CONCRETE BEAM w/ (2)
#5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
8"x24" CONCRETE TIE BEAM w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
POURED CONCRETE
COLUMN (beyond)
8"x21" CONCRETE BEAM
(CANTILEVER SUPPORT BEAM) w/
(2) #5's TOP, MIDDLE & BOTTOM
and #3 STIRRUPS @ 12" O.C.
TOP @ +11'-1" Above Finish Floor
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
POURED CONCRETE COLUMN
w/ (4) #5 vert.
REFER TO SCHEDULE SHEET S-4
8"x21" CONCRETE BEAM
(LOWEST HORIZONTAL BEAM) w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
312"x312x38" TUBE STEEL COLIMN
3/4" STEEL WELD PLATE
REFER TO DETAIL AT LEFT
3/4" STEEL WELD PLATE
REFER TO DETAIL ABOVE
#5 REBAR LAP 30" w/
COLUMN STEEL
#5 REBAR LAP 30" w/
COLUMN STEEL
STANDARD
HOOK (typ.)
STANDARD
HOOK (typ.)
STANDARD
HOOK (typ.)
slope
slope
FINISH FLOOR 8.00 NAVD
PRE-ENGINEERED ROOF TRUSSES @ 24" o.c.GIRDER TRUSSGIRDER TRUSSEM
B
E
D
M
E
N
T
L
I
N
E
SIMPSON HETA 20
typical at all trusses
unless noted otherwise
EM
B
E
D
M
E
N
T
L
I
N
E
SIMPSON HETA20
typical at all trusses unless
noted otherwise
8"x24" CONCRETE TIE BEAM
(LOWEST HORIZONTAL BEAM) w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
12" HOOK in
STRUCTURAL SLAB #5
TOP STEEL (typical)16" LAP max.#5 REBAR LAP 16" w/
FILLED CELL COLUMN STEEL
6" MAX.
EMBED.
#5 REBAR in FILLED CELL COLUMN
typical at ends and center of all
frangible masonry walls & AT ALL
OPENINGS (5'-0" o.c. MAXIMUM)
STUB VERT. STEEL
into LHSM BEAM
6" MAX. EMBED.
REFER TO ARCHITECTURAL DRAWINGS
FOR ROOFING & UNDERLAYMENT...
19/32" CDX PLYWOOD SHEATHING w/
8d RING SHANK NAILS @ 6" o.c. EDGE
& FIELD.8'-0"RECESS BEAM FOR S.G.D. as necessaryREFER TO ARCHITECTURAL DRAWINGS4'-0"STEP-UP CONCRETE BEAM
TO 21" depth TO COINCIDE
w/ FLOOR SYSTEM
refer to detail sheet S-4
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL
PLANS FOR RUNOFF CONTROL
& REQUIRED RAILING
CONTRACTOR SHALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS
STAMPED "Construction Set", DATED, SIGNED AND
SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL
BE IN COMPLIANCE WITH ALL JURISDICTIONAL
PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
20-1131
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
DATE:
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
DATE:
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/2" = 1'-0"
01/19/21
BUILDING SECTION DETAIL S-7
6" step30" LAP min.ALLOWED LHSM
15.50' NAVD 30" LAP min.WALL SECTION @ ENTRY
SCALE: 1/2" = 1'-0"S-8
1
ALLOWED LHSM
15.50' NAVD30" LAP min.WALL SECTION @ STAIRS
SCALE: 1/2" = 1'-0"S-8
2
ALLOWED LHSM
15.50' NAVD
WALL SECTION @ GARAGE
SCALE: 1/2" = 1'-0"S-8
3 30" LAP min.16" LAP max.23'-4"3'-2"10" min.30" LAP min.4'-4"
TOP
VIEW
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
16" AUGER-CAST PILE &
24" TRANSITION CAP
(beyond) - REFER TO
DETAILS sheet S-2 & S-3
DRIVEWAY per FDEP PERMIT
DROP INTERMEDIATE BEAM 24" @
CANTIVELERED BALCONY
ADD (2) #5's AT BOTTOM OF DROP
BEAM w/ #3 STIRRUPS @ 12" o.c.
16" AUGER-CAST PILE &
24"sq. TRANSITION CAP
refer to plans & details
4" thick 3000psi CONCRETE SLAB
FIBERMESH REINF. - FRANGIBLE
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
16" AUGER-CAST PILE &
24"sq. TRANSITION CAP
refer to plans & details2x122x12
2x12
2x126x6 POST
NOTCH
FOR
BEAMS
WOOD
TO
REAMIN
slope
slope
slope
(2) 2x12 P.T. HEADER
11'-4"12'-0"9'-4"2'-0"10'-6"FINISH FLOOR 8.00 NAVD FINISH FLOOR 8.00 NAVD
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations1'-2"11'-4"12'-0"9'-4"6x6 P.T. POST
SIMPSON
CBS66
3" min
CLEARANCE
(4) 1/2" SS
CARRIAGE BOLTSSIMPSON MTS12
TYPICAL AT EACH
TRUSS (not shown)
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
12" HOOK in
STRUCTURAL
SLAB #5 TOP
STEEL
#5 TOP STEEL in
CANTILEVER BEAM
#5 BOTTOM STEEL
in CANTILEVER BEAM
8"x21" CONCRETE TIE BEAM w/ (2) #5's TOP
& BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +11'-1" Above Finish Floor
8" wide CANTILEVERED HAUNCH BEAM
(depth varies) w/ (2) #5's TOP & BOTTOM
& #3 STIRRUPS @ 12" o.c.
6" STRUCTURAL SLAB (3000psi
MINIMUM) w/ #5's @ 10" o.c. TOP STEEL
& #4's @ 12" o.c. TEMP. STEEL (beyond)
HYBRID CONCRETE-STEEL JOIST
FLOOR SYSTEM DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section sheet S-8
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
SIMPSON MTS12
TYPICAL AT EACH
TRUSS (not shown)
REFER TO ARCHITECTURAL
DRAWINGS FOR ROOFING &
UNDERLAYMENT 19/32"
CDX PLYWOOD SHEATHING
w/ 8d RING SHANK NAILS @
6" o.c. EDGE & FIELD.
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section AT RIGHT
#5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
EM
B
E
D
M
E
N
T
L
I
N
E
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
(PRECAST LINTELS @ OPENINGS
refer to schedule sheet S-6 for specs)refer t
o
main r
o
ofin
g n
ot
e...
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
HYBRIB CONCRETE-STEEL JOIST
FLOOR SYSTEM DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
SIMPSON HETA 20
typical at all trusses
unless noted otherwise
PRE-ENGINEERED ROOF
TRUSSES @ 24" o.c.GIRDER TRUSSPRE-ENGINEERED ROOF
TRUSSES @ 24" o.c.GIRDER TRUSSPRE-ENGINEERED ROOF
TRUSSES @ 24" o.c.EMBEDMENT LINE SIMPSON HETA 20
typical at all trusses
unless noted otherwise
EM
B
E
D
M
E
N
T
L
I
N
E
SIMPSON HETA 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
DRAWINGS FOR ROOFING &
UNDERLAYMENT 19/32"
CDX PLYWOOD SHEATHING
w/ 8d RING SHANK NAILS @
6" o.c. EDGE & FIELD.
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
(PRECAST LINTELS @ OPENINGS
refer to schedule sheet S-6 for specs)
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL
DRAWINGS FOR ROOFING &
UNDERLAYMENT 19/32"
CDX PLYWOOD SHEATHING
w/ 8d RING SHANK NAILS @
6" o.c. EDGE & FIELD.
(2) COURSE 8" BOND BEAM
(8"x16" nominal dimensions)
w/ (1) #5 cont. EACH COURSE
(PRECAST LINTELS @ OPENINGS
refer to schedule sheet S-6 for specs)
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
FRANGIBLE CONCRETE FOOTER
w/ GARAGE DOOR RECESS -
REFER TO DETAILS SHEET S-9
HYBRIB CONCRETE-STEEL
JOIST FLOOR SYSTEM
DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
8"x24" CONCRETE TIE BEAM
(LOWEST HORIZONTAL BEAM) w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
8"x24" CONCRETE BEAM
w/ (2) #5's TOP & BOTTOM & #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
8"x24" CONCRETE TIE BEAM
(LOWEST HORIZONTAL BEAM) w/ (2) #5's TOP
& BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
DROP BEAM 16" OVER FRONT
ENTRY DOORWAY - ADD (2) #5's
AT BOTTOM OF DROP BEAM w/
#3 STIRRUPS @ 12" o.c.1'-4"CONCRETE BEAM
(beyond)30" LAP min.TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section AT LEFT
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
#5x52" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
8"x24" CONCRETE BEAM
(INTERMEDIATE BEAM) w/ (2) #5's TOP &
BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
2'-0"REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
TYPICAL 8" CMU MASONRY CONSTRUCTION
ALL NON-FRANGIBLE MASONRY WALLS
USE 9ga. LADDER TYPE HORIZONTAL
REINFORCEMENT AT EVERY OTHER
COURSE (16" O.C.)
FILLED CELL COLUMNS SHALL BE LOCATED MAX. 4'-0" O.C. & ...
a) EACH SIDE OF ANY OPENING
b) AT ALL CORNERS
c) AT ALL WALL ELEVATION CHANGES
d) AS INDICATED ON PLAN
#5x52" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
8"x24" CONCRETE TIE BEAM
(LOWEST HORIZONTAL BEAM) w/
(2) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
HYBRID CONCRETE-STEEL
JOIST FLOOR SYSTEM
DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
HYBRIB CONCRETE-STEEL JOIST FLOOR
SYSTEM DESIGNED BY OTHERS
refer to shop drawings
REFER TO ARCHITECTURAL DRAWINGS
FOR FLOOR FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
8"x24" CONCRETE BEAM
(INTERMEDIATE BEAM) w/ (2) #5's TOP &
BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
#5x52" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
8"x24" CONCRETE BEAM
(INTERMEDIATE BEAM) w/ (2) #5's TOP &
BOTTOM and #3 STIRRUPS @ 12" O.C.
TOP @ +23'-4" Above Finish Floor
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to typical wall
section AT LEFT
ENTRY DOOR
REFER TO ARCHITECTURAL
DRAWINGS
16" AUGER-CAST PILE &
24"sq. TRANSITION CAP
refer to plans & details
FRONT
ENTRY
GARAGE
12"x24" CONCRETE TIE BEAM
(LOWEST HORIZONTAL BEAM) w/
(3) #5's TOP & BOTTOM and #3
STIRRUPS @ 12" O.C.
TOP @ +11'-4" Above Finish Floor
FRANGIBLE GARAGE DOOR HEADER
8" CMU MASONRY CONSTRUCTION w/
FILLED CELLS @ CENTER & ENDS
(w/ (1) #5 vert. STUB into LHSM BEAM
ABOVE w/ MAXIMUM 6" EMBEDDMENT)
PRECAST CONCRETE LINTEL (GROUT FILLED)
w/ (1) #5 cont. BEARING ON CONCRETE
COLUMNS - NOTCH COLUMNS TO RECEIVE
LINTEL & FRANGIBLE BLOCK HEADER
STUB LINTEL REINFORCEMENT INTO
CONCRETE COLUMNS MAXIMUM 6"
GARAGE DOOR
REFER TO ARCHITECTURAL
DRAWINGS
#5x52" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
refer to plans for locations
TYPICAL 8" CMU
MASONRY
CONSTRUCTION
refer to
specifications above
#5 REBAR LAP 16" w/
FILLED CELL COLUMN STEEL
FRANGIBLE 8" CMU
MASONRY CONSTRUCTION
refer to sheet S-10 for
details & specifications
6" MAX.
EMBED.
STUB VERT. STEEL
into LHSM BEAM
6" MAX. EMBED.
FLOOR SYSTEM CONNECT per
MFR - refer to shop drawings
FRANGIBLE 8" CMU
MASONRY CONSTRUCTION
refer to sheet S-10 for
details & specifications
FRANGIBLE CONCRETE FOOTER
REFER TO DETAILS SHEET S-916" LAP max.6" MAX.
EMBED.
#5 REBAR LAP 16" w/
FILLED CELL COLUMN STEEL
#5 REBAR in FILLED CELL COLUMN
typical at ends and center of all
frangible masonry walls & AT ALL
OPENINGS (5'-0" o.c. MAXIMUM)
#5 REBAR in FILLED CELL COLUMN
typical at ends and center of all
frangible masonry walls & AT ALL
OPENINGS (5'-0" o.c. MAXIMUM)
TYPICAL FRANGIBLE
MASONRY CONSTRUCTION
(beyond)
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS REFER TO
ARCHITECTURAL
DRAWINGS FOR
CEILING HEIGHT AND
FINISH MATERIALS
REFER TO ARCHITECTURAL DRAWINGS FOR
CEILING HEIGHT AND FINISH MATERIALS
REFER TO ARCHITECTURAL
DRAWINGS FOR ROOFING &
UNDERLAYMENT 19/32"
CDX PLYWOOD SHEATHING
w/ 8d RING SHANK NAILS @
6" o.c. EDGE & FIELD.
PRE-ENGINEERED ROOF
TRUSSES @ 24" o.c.
EM
B
E
D
M
E
N
T
L
I
N
E
SIMPSON HETA 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR SOFFIT &
FASCIA DETAILS
REFER TO ARCHITECTURAL
PLANS FOR RUNOFF CONTROL
& REQUIRED RAILING
CONTRACTOR SHALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION
UNLESS STAMPED "Construction Set", DATED,
SIGNED AND SEALED BY THE ENGINEER. ALL
CONSTRUCTION SHALL BE IN COMPLIANCE
WITH ALL JURISDICTIONAL PERMITS,
CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
6mil VISQUEEN (or equivalent)
VAPOR BARRIER & TERMITE
TREATMENT REQUIRED UNDER ALL
INTERIOR SLABS & FOUNDATIONS
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
20-1131
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
1/2" = 1'-0"
01/19/21 S-8WALL SECTION DETAILS
DATE:DATE:
6mil VISQUEEN (or equivalent)
VAPOR BARRIER & TERMITE
TREATMENT REQUIRED UNDER ALL
INTERIOR SLABS & FOUNDATIONS
ELEVATOR PIT DETAIL
SCALE: 3/4" = 1'-0"2'-0"F2
FOUNDATION SECTION
SCALE: 3/4" = 1'-0"
F1
FOUNDATION SECTION
SCALE: 3/4" = 1'-0"18"12"
10"112"SCALE: 3/4" = 1'-0"
FOUNDATION SECTION
SCALE: 3/4" = 1'-0"18"12"
F312"FOUNDATION SECTION
SCALE: 3/4" = 1'-0"20"12"
F412"F67"18"12"12"SHEAR WALL FOOTING @ INTERIOR
VAPOR BARRIER
3" MIN. PILE
EMBEDMENT24"22"
16"2'-6"8"
VAPOR BARRIER
3" MIN. PILE
EMBEDMENT24"22"
16"
4'-6"
VAPOR BARRIER
24"VAPOR BARRIER over16" LAP5'-9"
VAPOR BARRIER
VAPOR BARRIER 16" LAPFOUNDATION SECTION
SCALE: 3/4" = 1'-0"18"12"
F56"VAPOR BARRIER 16" LAPFOUNDATION SECTION
SCALE: 3/4" = 1'-0"
12"
F7
VAPOR BARRIER 16" LAP2" MIN COVERAGE
typ. for all slab steel
7" STRUCTURAL SLAB
(elevator pit base) - #4's
12" O.C.E.W.
STANDARD
HOOK (typ.)
CONCRETE COLUMN
or MASONRY WALL
(beyond)
PAVER DRIVE
112" RECESS
18"deep x 12" 3000psi
CONCRETE MONOLITHIC
FOOTER **FRANGIBLE**
6mil VISQUEEN VAPOR BARRIER
over TERMITE TREATED COMPACTED
FILL (98% max. density)
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
18"deep x 12" 3000psi
CONCRETE FOOTING
**FRANGIBLE**
FINISH
GRADE
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
20"deep x 12" 3000psi
CONCRETE MONOLITHIC
FOOTER **FRANGIBLE**
#5 in GROUT FILLED CELL
6" MAX. EMBEDMENT
6mil VISQUEEN VAPOR BARRIER
over TERMITE TREATED COMPACTED
FILL (98% max. density)
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
(2) #5's CONT.
3" MIN. PROTECTION -
DISCONTINUE STEEL MIN. 3"
FROM TRANSITION CAP - refer
to TYPICAL PILE @ PILE CAP
detail sheet S-3 (similar)
(2) #5's CONT. w/ 3" MIN.
PROTECTION - DISCONTINUE
STEEL MIN. 3" FROM TRANSITION
CAP - refer to TYPICAL PILE @
PILE CAP detail sheet S-3 (similar)
(2) #5's (3" MIN. PROTECTION)
DISCONTINUE STEEL MIN. 3" FROM
TRANSITION CAP - refer to TYPICAL PILE
@ PILE CAP detail sheet S-3 (similar)
(2) #5's SHALL BE CONTINUOUS
AT ALL SHEARWALL FOOTINGS -
refer to plans for locations
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
TYPICAL FOR ALL FRANGIBLE SLABS
FINISH
GRADE
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
4" thick 3000psi CONCRETE
SLAB - FIBERMESH REINF. -
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
to plans for cut locations
refer to FRANGIBLR WALL DETAILS
(sheet S-10) for masonry
construction specifications
(2) #5's (3" MIN. PROTECTION)
DISCONTINUE STEEL MIN. 3" FROM
TRANSITION CAP - refer to TYPICAL PILE
@ PILE CAP detail sheet S-3 (similar)
(2) #5's SHALL BE CONTINUOUS
AT ALL SHEARWALL FOOTINGS -
refer to plans for locations
clean termite treated
compacted granular fill
4" frangible SLAB
@ -1'-0" B.F.F.
22" x 24" deep FOOTING w/
(3) #5's CONT. (top & bottom)
& #3 STIRRUPS @ 16" O.C. -
TYPICAL at ALL SHEAR WALLS
& ELEVATOR WALLS
TYPICAL AUGER CAST PILE
REFER TO DETAILS
clean termite treated
compacted granular fill
STANDARD
HOOK
MASONRY SHEARWALL
refer to BUILDING SECTION
(sheet S-8) for masonry
construction specifications
4" frangible SLAB
@ -11'-0" B.F.F.
EXPANSION JOINT
per contractor
8" THICKENED EDGE
w/ (1) #5 cont.
EXPANSION JOINT
per contractor
22" x 24" deep FOOTING w/
(3) #5's CONT. (top & bottom)
& #3 STIRRUPS @ 16" O.C. -
TYPICAL at ALL SHEAR WALLS
& ELEVATOR WALLS
TYPICAL AUGER
CAST PILE
REFER TO DETAILS
HOOK SLAB BOTTOM
STEEL INTO GRADE
BEAM AS SHOWN
clean termite treated
compacted granular fill
4" frangible SLAB
@ -0'-6" B.F.F.
8" THICKENED EDGE
w/ (1) #5 cont. (typ.)
22" x 24" deep FOOTING w/
(3) #5's CONT. (top & bottom)
& #3 STIRRUPS @ 16" O.C. -
TYPICAL at ALL SHEAR WALLS
& ELEVATOR WALLS
clean termite treated
compacted granular fill
18"deep x 12" 3000psi
CONCRETE MONOLITHIC
FOOTING **FRANGIBLE**
6mil VISQUEEN VAPOR BARRIER
over TERMITE TREATED COMPACTED
FILL (98% max. density)
#5 LAP STEEL
6" MAX. EMBEDMENT
4" thick FRANGIBLE SLAB
(GARAGE - SLOPED
- refer to plan for details)
4" thick FRANGIBLE SLAB
@ FINISH FLOOR
clean termite treated granular fill
**FRANGIBLE WALL**
EXPANSION JOINT
per contractor
APPLY WATERPROOFING
TO MASONRY WALL
PRIOR TO BACKFILLING
MASONRY SHEARWALL
refer to BUILDING SECTION
(sheet S-8) for masonry
construction specifications
MASONRY SHEARWALL
refer to BUILDING SECTION
(sheet S-8) for masonry
construction specifications
MAXIMUN LAP
@ FRANGIBLE
MASONRY WALL
CONSTRUCTION
clean termite treated
compacted granular fill
4" frangible SLAB
@ -0'-6" B.F.F.
SLAB ELEVATION
MAY VARY - REFER
TO SHEET S-3 FINISH FLOOR
4" frangible SLAB
@ -1'-0" B.F.F.
refer to FRANGIBLR WALL DETAILS
(sheet S-10) for masonry
construction specifications
MAXIMUN LAP
@ FRANGIBLE
MASONRY WALL
CONSTRUCTION
6" MAX. EMBEDMENT
18"deep x 12" 3000psi
CONCRETE MONOLITHIC
FOOTER **FRANGIBLE**
#5 in GROUT FILLED CELL
6" MAX. EMBEDMENT
6mil VISQUEEN VAPOR BARRIER
over TERMITE TREATED COMPACTED
FILL (98% max. density)
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
(2) #5's CONT. w/ 3" MIN.
PROTECTION - DISCONTINUE
STEEL MIN. 3" FROM TRANSITION
CAP - refer to TYPICAL PILE @
PILE CAP detail sheet S-3 (similar)
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS
- refer to plans for cut locations
TYPICAL FOR ALL FRANGIBLE SLABS4" thick FRANGIBLE SLAB
clean termite treated granular fill
**FRANGIBLE WALL**
4" frangible SLAB
refer to FRANGIBLR WALL DETAILS
(sheet S-10) for masonry
construction specifications
MAXIMUN LAP
@ FRANGIBLE
MASONRY WALL
CONSTRUCTION 6" MAX. EMBEDMENT
CONCRETE COLUMN
(beyond)
REFER TO SHEET S-3
FOR SLAB ELEVATIONS
18"deep x 12" 3000psi
CONCRETE MONOLITHIC
FOOTER **FRANGIBLE**
#5 in GROUT FILLED CELL
6" MAX. EMBEDMENT
6mil VISQUEEN VAPOR BARRIER
over TERMITE TREATED COMPACTED
FILL (98% max. density)
AUGER CAST
PILE (beyond)
TRANSITION CAP
(beyond)
(2) #5's CONT. w/ 3" MIN.
PROTECTION - DISCONTINUE
STEEL MIN. 3" FROM TRANSITION
CAP - refer to TYPICAL PILE @
PILE CAP detail sheet S-3 (similar)
4" thick FRANGIBLE SLAB
clean termite treated granular fill
**FRANGIBLE WALL**
4" frangible SLAB
refer to FRANGIBLR WALL DETAILS
(sheet S-10) for masonry
construction specifications
MAXIMUN LAP @ FRANGIBLE
MASONRY WALL CONSTRUCTION
6" MAX. EMBEDMENT
GARAGE SLAB
@ -1'-0" B.F.F.
clean termite treated granular fill
GARAGE SLAB
@ -1'-0" B.F.F.
SLAB TRANSITION SECTION
SCALE: NOT TO SCLAE
EQUIPMENT PAD
@ FINISH FLOOR
HALLWAY (ACCESS)
@ FINISH FLOOR LAUNDRY AREA
@ -0'-6" B.F.F.
GARAGE AREA
@ -1'-0" B.F.F.
4" thick 3000psi CONCRETE SLAB -
FIBERMESH REINF. - FRANGIBLE -
SAW CUT into 5'x5' max. SECTIONS -
refer to plans for cut locations
TYPICAL FOR ALL FRANGIBLE SLABS
18"deep x 12" 3000psi CONCRETE MONOLITHIC
FOOTER **FRANGIBLE** w/ (2) #5's CONT. w/ 3"
MIN. PROTECTION - DISCONTINUE STEEL MIN. 3"
FROM TRANSITION CAP - TYPICAL FOR ALL
FRANGIBLE FOUNDATIONS UNLESS NOTEDFRANGIBLE MASONRY WALLFRANGIBLE MASONRY WALLFRANGIBLE MASONRY WALL (BEYOND)FRANGIBLE MASONRY WALLFRANGIBLE SLAB
FRANGIBLE SLAB
FRANGIBLE SLAB
VAPOR BARRIER
typical
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
"VAPOR BARRIER" SHALL BE
6mil VISQUEEN (or equivalent),
UNLESS NOTED OTHERWISE.
"VAPOR BARRIER" SHALL BE
6mil VISQUEEN (or equivalent),
UNLESS NOTED OTHERWISE.
20-1131
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
3/4" = 1'-0"
01/18/21 S-9FOUNDATION DETAILS
DATE:DATE:
CONCRETE TIE BEAM
4" MIN
FORM-POUR 8"x8" (min.)
CONCRETE SILL w/ (1) #5
or
PRECAST CAST-CRETE
SILL (or equal)
@ DROPPED HEADER
SCALE: NOT TO SCLAE
DOOR /WINDOW OPENING
FOUNDATION or
CONCRETE BEAM (below)
LAP VERT. STEEL &
STANDARD HOOK A
MINIMUM OF 48 BAR
DIAMETERS (30"min.)
8"
#5 VERT. IN FILLED
CELL COLUMN (typ.)
(1) 24"x24"x#5
CORNER each side
ADD (1) #5 cont. @
BOTTOM OF DROP
BEAM - LAP w/
CORNER BARS
4" MIN
varies90" max.
WINDOW OPENING
DEMONSTRATED -
DOOR OPENING IS
SIMILAR (no sill, etc.)
MASONRY ROUGH
OPENING - REFER TO
ARCHITECTURALS
TYPICAL C.M.U.
MASONRY WALL
45 DEG. MITER CUT@ PRECAST LINTELCORNER
COLUMN BELOW
#5 CORNER BAR w/24" LEG
#5 BAR(TYP.)
CORNER DETAILPRECAST LINTEL
SCALE: 3/4" = 1'-0"
COMPOSITE LINTEL or CONCRETE BEAM
CONCRETE
BLOCK WALL
4" MIN
4" MIN
CELL COLUMN (typ.)
OPEN FOR
WINDOW
NOTE: POUR SOLID 8" DEEP
(MIN) @ EACH WINDOW SILL
PRECAST CAST-CRETE SILLS
MAY BE USED IN LIEU OF
POURED SILL
OPENING DETAIL
SCALE: NOT TO SCLAE
TYPICAL WINDOW
CONCRETE TIE BEAM
or FOUNDATION
#5 VERT. IN FILLED
EXISTING LAP VERT.
STEEL & STANDARD
HOOK A MINIMUM OF
48 BAR DIAMETERS
LAP VERT. STEEL &
CORNER BAR A
MINIMUM OF 24"
24"24"
DOUBLE FILLED CELL MASONRY
COLUMN w/ (1) #5 VERT. IN EA.
CELL. LAPPED @ FOOTING AND
EXTENDED INTO TIE/BOND BEAM.
FILL w/ 3000 PSI CONCRETE.
(REFER TO PLANS FOR SPECIFIC
LOCATIONS)
FILLED CELL MASONRY COLUMN w/
(1) #5 VERT. IN CELL. LAPPED @
FOOTING AND EXTENDED INTO
TIE/BOND BEAM. FILL w/ 3000 PSI
CONCRETE. (REFER TO PLANS FOR
SPECIFIC LOCATIONS)
COLUMN DETAIL
FILLED CELLS SHALL BE LOCATED NO FURTHER APART
THAN 48" O.C., UNLESS SPECIFICALLY DIMENSIONED
12" FILLED CELL MASONRY COLUMN
w/ (2) #5 VERT. EXTENDED CELL.
LAPPED @ FOOTING AND EXTENDED
INTO TIE/BOND BEAM. FILL w/ 3000
PSI CONCRETE. (REFER TO PLANS
FOR SPECIFIC LOCATIONS)
12" PILASTER BLOCK COLUMN w/ (4)
#5 VERT. IN EA. CELL. LAPPED @
FOOTING AND EXTENDED INTO TIE
BEAM. FILL w/ 3000 PSI CONCRETE.
(REFER TO PLANS FOR SPECIFIC
LOCATIONS)
SCALE: 3/4" = 1'-0"
GLASS
2x P.T.
BUCK
14 " x 3"
TAPCON
WINDOW
FRAME
HEADER DETAIL
LINTEL
JAMB DETAIL
BUCK/FRAME ATTACHMENT
GLASS
2x P.T.
BUCK
14 " x 3"
TAPCON
WINDOW
FRAME
2x (MAX.) P.T. WINDOW BUCK
FASTEN TO C.B.S. w/ 14 "x2 34" MIN.
TAPCONS 6" MAX. FROM ENDS AND
12" O/C MAX. (TYP. THREE SIDES)
OPTIONAL FASTENING: 14 "x3" MIN.
TAPCONS THRU FRAME, BUCK & INTO
C.B.S. (112" MIN. EMBEDMENT).
TAPCONS REQ'D AT EACH SCREW
LOCATION PROVIDED
BYMANUFACTURER
**DETAILS ABOVE DEPICT THIS OPTION**
REFER TO ARCHITECTURAL PLANS FOR
FURTHER DETAILS
1x (MIN.) P.T. WINDOW BUCK
FASTEN TO C.B.S. w/ 316 "x214 " MIN.
TAPCONS 6" MAX. FROM ENDS AND
12" O/C MAX. (TYP. THREE SIDES)
OPTIONAL FASTENING (WINDOW & DOOR)
BUCK ATTACHMENT DETAILS
SCALE: not to scale
Straps may be installed
straight or wrapped over
to achieve listed loads
PRE ENGINEERED
WOOD TRUSS
SIMPSON DETAL20
(2) 10d x 1 12"
NAILS into TRUSS
CONNECTOR DETAILS
SCALE: NOT TO SCALE
SIMPSON HETA20
5 NAILS (OF REQ'D)
MUST BE INSTALLED
INTO TRUSS SEAT
CONCRETE OR
BLOCK BEAM
PRE ENGINEERED
WOOD TRUSS -
SINGLE PLY
4" MIN.
EMBED
SIMPSON HETA20 w/
(9) 10dx112" NAILS4" min.SIMPSON DETAL20 w/
(18) 10d x 1 12" NAILS
CONCRETE OR
BLOCK BEAM
PRE ENGINEERED
WOOD TRUSS
WOOD HEADER
H16 w/ (10) 10d x 1 12"
NAILS into HEADER
SIMPSON H16
HEADS, SPACED AS REQUIRED BY MANUFACTURER AT EACH SIDE.
7' HIGH DOOR: 5-3/8" X 1-7/8" LAG SCREWS WITH WASHER
HEADS, SPACED AS REQUIRED BY MANUFACTURER AT EACH SIDE.
8' HIGH DOOR: 6-3/8" X 1-7/8" LAG SCREWS WITH WASHER
TRACK BRACKETS TO PT BUCK
2X6 P.T. AT HEIGHT OF DOOR
SET 1/2" INTO OPENING
GARAGE DOOR HARDWARE
MINIMUM 2"∅ X 1/8" WASHERS
AT 12"O.C. AND 6" AT ENDS
1/2" X 6" EXP. ANCHOR WITH
STUCCO RETURN
EXTERIOR FACE OF WALL
WEATHER-PROOFING, AS REQUIRED BY THE
FBC, TYPICAL AT ALL OPENINGS - REFER TO
ARCHITECHURAL PLANS FOR DETAILS
CONSTRUCTION SET
C:
\
U
s
e
r
s
\
P
H
I
L
I
P
~
1
\
A
p
p
D
a
t
a
\
L
o
c
a
l
\
T
e
m
p
\
B
r
i
c
s
C
A
D
\
b
p
_
0
\
R
E
E
D
S
T
R
U
C
T
U
R
A
L
_
1
.
0
.
d
w
g
b
y
P
h
i
l
i
p
P
e
p
e
o
n
J
a
n
2
0
,
2
0
2
1
-
1
1
:
5
1
a
m
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
3
2
3
1
2
2
2
1
2 2
2
1
2
2
1
2
2
2
3
3
WIND SPEED UPLIFT REQUIREMENTS.
MANUFACTURERS REQUIREMENTS TO MEET THE SPECIFIED DESIGN
ROOFING MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH
ROOF ZONE
ROOFING
PRESSURE
POSITIVE
PRESSURE
NEGATIVE
1st/2nd FLOOR a = 5.0' (10% of 50' least horz. dimension)
& FLOOR
Zone 1 - 2nd Floor
29.8 psf
82.4 psf
47.4 psf
Zone 2 - 2nd Floor
Zone 3 - 2nd Floor
4
5
5
5
5
4
COMPONENTS & CLADDING
EXTERIOR WALL COMPONENTS SHALL BE ATTACHED PER
MANUFACTURERS' SPECIFICATIONS TO MEET THE WIND PRESSURES
SHOWN (FIRST FLOOR ON PLAN AT RIGHT. ALL CLADDING SHALL
MEET OR EXCEED THE DESIGN PRESSURES LISTED BELOW.
WALL ZONE
PRESSURE
POSITIVE
PRESSURE
NEGATIVE
Zone 4 - (interior zone)
51.7 psf
69.3 psf
56.1 psf
Zone 5 - (end zone)
COMPONENT/CLADDING CALCULATIONS BASED ON ASCE 7-10 with
170 MPH Vult, EXPOSURE D ENCLOSED, 30' MEAN HEIGHT, 7:12
PITCH, with Kd=0.85 using the ALLOWABLE STRESS DESIGN method.
3rd FLOOR a = 3.0' (10% of 30' least horz. dimension)
29.8 psf
29.8 psf
82.4 psf
51.7 psfCONC. COLUMNCONC. BEAM w/ STEEL REINFORCEMENT
varies16"
FRANGIBLE WALL DETAIL
SCALE: not to scale
TYP. 6" max.
embedment
TYP. 6" max.
embedmentFRANGIBLE
8" C.M.U.
MASONRY WALL
(NO LADDER TYPE
HORIZONTAL
REINFORCEMENT )
#5 in FILLED CELL
COLUMN @ CENTER
& ENDS (COLUMNS)
FRANGIBLE FOOTING
discontinue steel @
transition caps18"24"TRANSITION CAP
& 16" AUGER PILE
FLOOD VENT
per ARCHITECT
UNFILLED PRECAST
CONCRETE LINTEL
16"#5 LAP BAR
REINFORCEMENT
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
20-1131
MARK
SHEET
PROJECT NO.KMA Engineering & Surveying, LLC
Phone: (772) 569-5505 Fax: (772) 569-1455 E-Mail: civil@kmafl.com
Certificate of Authorization Number: 33705
Consulting Engineers & Surveyors
DESIGNED
DRAWN
CHECKED
SCALE
DATEDATEREVISION
David S. Knight, P.E.
Fl. Reg No. 41060
80 Royal Palm Pointe, Suite 401 Vero Beach, Fl. 32960
BY
Scott B. McGuire, P.E.
Fl. Reg No. 39573
REED RESIDNCE
St Lucie County, Florida
ENGINEERING & SURVEYING
KMA
DSK
PMP
DSK
AS NOTED
01/19/21 S-10MISCELLANEOUS DETAILS
DATE:DATE: