HomeMy WebLinkAboutA R3 PLANSBEAM SCHEDULE
BOB
1 1 (in) TOB NAVD TYPE
131.1 12 24 11'-0" 17'-0" RCB
REINFORCEMENT/•
3 #5 T/B, #3 STIRRUP @ 8" O.C.
B1.2
12
24
11'-0"
17'-0"
RCB
12F24-1B/1T
131.2
12
24
11'-0"
17'-0"
RCB
3 #5 T/B, #3 STIRRUP @ 8" O.C.
B1.3a
12
16
11'-0"
17'-8"
RCB
3 #6 T/B, #3 STIRRUP @ 6.5" O.C.
131.3b
12
16
11'-0"
17'-8"
CAST CRETE
121F16-26/2T
B1.3c
12
16
11'-0"
17'-8"
CAST CRETE
12F16-2B/2T
131.3d
12
16
11'-0"
17'-8"
RCB
3 #6 T/B, #3 STIRRUP @ 6.5" O.C.
B1.4
8
24
11'-0"
17'-0"
RCB
2 #8 T/B, #3 STIRRUP @ 12" O.C.
OMIT STIRRUP @ CENTER 8'
131.5
8
24
11'-0"
17'-0"
RCB
2 #8 T/B, #3 STIRRUP @ 12" O.C.
B1.6
8
16
5'-11"
13'-11"
RCB
2 #5 T/B, #3 STIRRUP @ 6.5" O.C.
131.7
12
30
11'-0"
16'-6"
RCB
3 #6 T/B, #3 STIRRUP @ 8" O.C.
B1.8
12
24
11'-0"
17'-0"
CAST CRETE
12F24-2B/2T
131.9
8
24
11'-0"
17'-0"
CAST CRETE
8F24-1B/1T
SPAN OVER FRANG WALL
B1.10
8
24
11'-0"
17'-0"
CAST CRETE
8F24-1B/1T
SPAN OVER FRANG WALL
131.11
8
24
11'-0"
17'-0"
CAST CRETE
8F24-1B/1T
SPAN OVER FRANG WALL
B2.1a
8
16
22'-10"
CAST CRETE
8F16-1B/1T
B2.1b
8
16
22'-10"
CAST CRETE
8F16-1B/1T
B2.1c
8
16
22'-10"
CAST CRETE
8F16-1B/1T
132.1d
8
16
22'-10"
CAST CRETE
8F16-1B/1T
B2.2a
8
16
22'-10"
CAST CRETE
8F16-2B/2T
B2.2b
12
16
22'-10"
CAST CRETE
12F16-2B/2T
B2.2c
12
16
22'-10"
CAST CRETE
12F16-2B/2T
B2.2d
8
16
22'-10"
RCB
2 #6 T/B, #3 STIRRUP @ 6" O.C.
OMIT STIRRUP @ CENTER 6'
B2.3
3"
11.25"
18'-8.25"
WOOD
(2) 2x12
B2.4
8
16
22'-10"
RCB
2 #6 T/B, #3 STIRRUP @ 8" O.C.
B3.1a
8
16
33'-8"
CAST CRETE
8F16-1B/1T
B3.1b
8
16
33'-8"
CAST CRETE
81F16-16/1T
B3.1c
8
16
33'-8"
CAST CRETE
8F16-1B/1T
133.1d
8
16
33'-8"
CAST CRETE
8F16-1B/1T
B3.2c
8
16
33'-8"
CAST CRETE
8F16-1B/1T
B3.2d
8
16
33'-8"
CAST CRETE
8F16-1B/1T
B3.4
8
16
21'-6"
1
1 RCB
2 #6 T/B, #3 STIRRUP @ 8" O.C.
BOND BEAM
18
116
1
1
1CMU
12 CMU COURSES W/ #5 EA COURSE
BOND BEAM
18
116
1
1
1 RCB
12 #5 T/B
IF MULTIPLES OF SAME ID, USE EITHER
SEE CONNECTOR SCHEDULE FOR WOOD BEAMS
COLUMN SCHEDULE
1 BOC TOCIREINFORCEMENT/•
ClAA -3-4 9-0 12 12 CAST (4) #6 VERT, #3 TIE @ 10"
C1.1B
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
ClAC
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.1D
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.2
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.3
-3-4
9-4
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
ClA
-3-4
9-4
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.5
-3-4
9-4
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.6
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.7
-3-4
11-0
8
16
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.8
-3-4
8-6
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.9
-3-4
8-6
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.10
-3-4
9-0
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C1.11
-3-4
11-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C1.12
-3-4
11-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C1.13
-3-4
11-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C1.14
-3-4
11-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C1.15
-3-4
9-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C1.16
-3-4
9-0
8
16
CAST
(6) #6 VERT, #3 TIE @ 8"
C2.1
11-8
21-6
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.2
11-8
21-6
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.3
11-8
21-6
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.4
11-8
21-6
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C2.5
11-8
21-6
12
12
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.6
11-8
21-6
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
C2.7
11-10
21-6
IRR
IRR
CAST
(4) #5 VERT, #3 TIE @ 10"
SEE DETAIL A-3
C2.8
11-10
22-10
8
16
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.9
11-10
22-10
8
16
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.10
11-10
22-10
8
16
CAST
(4) #5 VERT, #3 TIE @ 8"
C2.11
11-10
22-10
8
16
CAST
(4) #5 VERT, #3 TIE @ 8"
C3.1
23-6
32-4
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C3.2
23-6
32-4
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C3.3
23-6
32-4
10
10
CAST
(4) #5 VERT, #3 TIE @ 8"
C3.4
23-6
32-4
12
12
CAST
(4) #6 VERT, #3 TIE @ 10"
i
_7
CONNECTOR
(CO) SCHEDULE
ALLOWACTUAL ACTUAL •
CONNECTED ELEMENTS UPLIFT GRAVITY UPLIFT GRAVITY
CITY
MFR
MODELID
CO-1 1810
1
Simpson
HETA 20 To truss w/ (9) 10d x 1.5"
CO-2
2035
2
Simpson
HETA 20
To single ply truss w/ (10) 10d x 1.5"
CO-3
2500
2
Simpson
HETA 20
To multi ply truss w/ (12) 16d
CO-4
missed or misplaced co-1
1175
1
Simpson
HTSM20
To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM 20.
CO-5
missed or misplaced co-1
2350
2
Simpson
HTSM20
To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM 20.
CO-6
3965
1
Simpson
MGT
2-ply (22) 10d nails w/ 5/8" TR epoxied 12" into bond beam
CO-7
370
1
Simpson
VTCR
To valley truss be w/ (3) 10d x 1.5". To supporting truss tc w/ (4) 10d.
CO-8
1
1
335
10001
1
Simpson
HU26
To truss w/ (1) 10d x 1.5". To conc w/ (4) .25" x 1.75" tapcon.
CO-9
1
1
5085
1 1
Simpson
2U212-2
To beam w/ (6) 10d. To conc w/ (16) .25" x 2.75" tapcon.
1. Gravity/uplift loads reference connection schedule ID.
2. 'truss' listed as a load means to reference loads in truss package.
3. If 'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points.
4. If 'connected elements' is left blank, see connection schedule.
5. 'QTY referes to the number of connectors used per per ea connection (connected elements). If qty left blank, refer to drawings.
6. All loads are checked by architect, loads left blank were checked but are not required to be listed.
7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
PROJECT SPECS:
1. ROOF: METAL OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN
2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8"
OR 1/2" GWB OVER 3/4" FURRING STRIP OVER R5 RIGID INSULATION. DOWELS AS PER GEN NOTES. SUBSITITUTE W/ 12" CMU AS SHOWN ON
FLOOR PLAN. WHERE BREAKWAY DESIGNATED BY PLANS SEE 14/A3.1.
3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. SEE FRANG WALL DETAIL 15/A3.1 FOR
ALL INT WALLS LOCATED ON THE 1ST LEVEL.
4. CEILING: THIRD LEVEL: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
5. DROP CLG/SOFFIT: 7/8" METAL RESILIENT CHANNEL OVER 20 GA 1.5" 'C' JOISTS @ 48" OC. HANG JOISTS W/ 90 DEG FOLDED 20 GA 3-5/8" METAL
TRACK'LEG' ATTACHED TO CONC FLOOR @ 48" OC W/ (2) 1.5" RAMSET PIN OR (2) .25 x 1.25" TAPCON.
6. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ NO VENTS.
7. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G.
8. PROVIDE ANGLE BRACKETS BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT AND TO ELEVATE 4".
9. INSULATION: R20 SPRAYFOAM @CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES. R-13 BATT @ GARAGE
SEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES.
10.
11. DEFFERED SUBMITTALS: ROOF TRUSSES, HOLLOWCORE SLAB PLAN, SITE PLAN, DUCT LAYOUT, DEP APPLICATION, GUARDRAILS
12. SLAB ON GRADE: TO BE FRANGIBLE, UNREINFORCED, AND ISOLATED (FLOATING). USE FIBER MESH ONLY.
13. AUGERCAST PILE: 16" DIA CONC W/ (6) # 5 VERT W/ # 3 TIE @ 10" OC/ 5" OC FOR FIRST 6'. EA VERT TO STANDARD HOOK INTO GRADE BEAM 16".
RECESS PILE TOP INTO GRADE BEAM/ PILE CAP 3" MIN. SEE SECTION FOR DEPTH. 5,000 PSI GROUT. DESIGN CAPACITY IS 72K COMPRESSION,
30K UPLIFT, 6K LATERAL. DEPTH PER DETAIL 1/A-3.
14. FLOOD VENTS: (3) 8"X16" FLOOD VENT BY SMART VENT. MODEL 1540-520. 577SF/200SF PER VENT= 3 REQ. THESE ENGINEERED OPENINGS
WILL PROVIDE FOR EQUALIZATION OF HYDROSTATIC FLOOD FORCES IN ACCORDANCE WITH SECTION 2.7.2.2 OF ASCE 24.
15. CONDENSING UNITS TO HAVE A SPRINKLER NOZZEL AS PART OF IRRIGATION SYSTEM THAT PERIODICALLY RINSES COILS.
16. ONLY FLOOD RESISTANT MATERIALS ARE TO BE USED BELOW 7' NAVD (DFE) .
111111111P01-
PRODUCT APPROVAL
AFFIDAVIT
GLASS
3/11/19
ITEM TYPE ID1 BUILDING DP z
PRODUCT DIP
TYPE s
MFR
MODEL APPROVAL# FASTNERS6
DOOR GLASS SWING ALL
70,-80
IMPACT
PGT
FD-750 NOA 17-0504.04
DOOR
OVERHEAD
ALL
42 ,-46
N/A
CLOPAY
84A
FL 5684.4
DOOR
SOLID SWING
ALL
65 ,-65
N/A
Plastpro
p Fiberglass
FL 17184.16
DOOR
GLASS SLIDER
ALL
60,-60
IMPACT
PGT
SGD-5570
NOA 17-0420.16
WINDOW
PICTURE/TRANSOM
ALL
50,-70
IMPACT
PGT
PW-5520
NOA17-0614.09
WINDOW
MULLION
ALL
79.6
N/A
PGT
1.25"0.25"x.100"
NOA 17-0630.01
WINDOW
FLOOD VENT
100,-100
N/A
Smart Vent
1540-520
FL 5822
ROOFING
UNDERLAYMENT
ALL
I
N/A
IGAF
lany
FL 10626.1
43.0 field, -
-74.7 field, -
ROOFING
METAL
ALL
1111.9 edge
176 edge
N/A
ISUNLAST
15v crimp
NOA 15-0212.07
1. 'ID' as per door & window schedule, or all meaning worst case of all similar items of that type.
2. If building dp are left blank- see door & window schedule or design pressure chart.
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specifically submitted for verification by contractor, they are assumed.
5. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures.
7. 1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
CONNECTION
(CXN) SCHEDULE
CXN ..
..
.. ID
All truss to bond beam
CXN-1
locations uno
truss
CO-1
valley truss to ea supporting
CXN-2
truss
truss
CO-7
CXN-3
A, Al
truss
CO-2
CXN-4
GRA
truss
CO-6
CXN-5
GRB
truss
CO-6
SEE AWNING ROOF
CXN-6
JUX, KJUX
truss
DETAIL
CXN-61
HANGER FOR JX5, GRIDtruss
truss
CO-8
CXN-7
HANGER FOR BEAM2.3
CO-9
1. Reference connector schedule.
2. All loads are checked by architect, loads left blank were checked but are not required to be listed.
3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
4. If 'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified use connector
for all nesessary points.
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 3 STORY RESIDENCE ON A
VACANT OCEANFRONT LOT.
ZONING INFORMATION:
parcel id: 2532-500-0077-000-5
PUD (unincorporated St Lucie County)
lot (approx.): 40'x127'
flood zone of structure: AE-6'
UTILITY INFORMATION:
gas: new LP tank
sewage: public
potable water: public
fire sprinklers
AREA CALCULATIONS:
1st level- conditioned living
1,131 sf
1st level- conditioned volume
11,310 cf
1st level- garage
578 sf
1st level- covered entry
133 sf
1st level- rear porch
280 sf
2nd level- conditioned living
1,756 sf
2nd level- conditioned volume
17,560 cf
2nd level- stair
79 sf
2nd level- balcony 1
87 sf
2nd level- balcony 2
200 sf
3rd level- conditioned living
1,878 sf
3rd level- conditioned volume
18,780 cf
3rd level- stair
64 sf
3rd level- balcony 3
48 sf
3rd level- balcony 4
157 sf
total building area
54,041 sf
total conditioned living (stair excl)
4,765 sf
total conditioned volume
47,650 cf
total 1st level buiiding area
13,432 sf
WALL LEGEND
SHEET INDEX
A-1
title/schedules
A-2
general notes
A-3
foundation plan
A-3.1
foundation
A-3.2
details
A-3.3
foundation loads
A-4
filled cell plan
A-5
framing plan
A-6
floor plan
A-7
section
A-8
elevs
A-9
elect plan
A-10
plumbing plan
A-11
site plan
A-12
HVAC
ID
DESCRPTION
SPECS
THICKNESS
ON FLOOR
PLAN
REINFORCED CMU WALL
W/ FINISHES
SEE PROJECT SPECS ON A-1
9"
BREAKAWAY REINFORCED
CMU WALL
SEE DETAIL 14/A-3.2
REINFORCED CMU WALL
WO/ FINISHES
SEE PROJECT SPECS ON A-1
7 5/8"
❑
REINFORCED CMU COLUMN
SEE FLOOR PLAN
VARIES
NON LOAD BEARING INT WALL
SEE PROJECT SPECS ON A-1
4.5"
DOOR/ LINTEL SCHEDULE
BOBACTUAL
ID LOCAT. PRESSURES W H NAVD LINTEL
CAST CRETE LINTEL 8RF10-113
D1 1/ EXT +45.5, -58.9 6-0 8-0 16'-0" 131.9 ABOVE BREAKAWAY
DESCRIPTION
D. SWING, 1 LITE GLASS PANEL
D2
1/ EXT
+40.2, -44.9
16-0
10-0
15'-8"
CAST CRETE LINTEL 12F12-113
OVERHEAD DOOR W/ ARCH TOP
D3
1/ EXT
+45.5, -58.9
17-4
8-0
16'-0"
CAST CRETE LINTEL 12F12-113
1131.8 ABOVE BREAKAWAY
4 PANEL GLASS SLIDER
D4
1/ EXT
+45.5, -58.9
2-8
8-0
16'-0"
CAST CR'ETE LINTEL 12RF10-113
B1.8 ABOVE BREAKAWAY
S. SWING, SOLID PANEL
D5
1/ EXT
N/A
6-0
4-0
16'-0"
CAST CRETE LINTEL 8F24-1B/1T
LOUVERED ALUM GATE
D6.1
2/ INT
+45.5, -48.5
3-0
8-0
SEE DETAIL ON A-3.2
S. SWING, 1 LITE GLASS PANEL
D6
2/ EXT
+45.5, -48.5
2-6
8-0
CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, 1 LITE GLASS PANEL
D7
2/ EXT
+45.5, -48.5
2-6
8-0
CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, 1 LITE GLASS PANEL
D8
2/ EXT
+45.5, -58.9
PLAN
8-0
SEE DETAIL ON A-4
3 PANEL GLASS SLIDER MITERED
D9
3/ EXT
+45.5, -58.9
12-0
8-0
CAST CRETE LINTEL 12F6-1B
4 PANEL GLASS SLIDER
D10
j 3/ EXT
+45.5, -48.5
2-6
8-0
CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, 1 LITE GLASS PANEL
Dll
3/ EXT
+45.5, -48.5
2-6
8-0
1
1 CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, 1 LITE GLASS PANEL
SEE GEN NOTE 26
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
WINDOW/ LINTEL SCHEDULE
ACTUAL B.O.
1 LOCAT.NOTES
WO 1/EXT +47.7, -51.3 16" 8" -1-8 CAST CRETE LINTEL 8F8-OB/OT FLOOD VENT see spec 14/A-1
W1
VEXT
+47.7, -51.3
3-0
5-8
14-8
CAST CRETE LINTEL 8F24-1B/1T
PICTURE
W2
1/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W3
1/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W4
1/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W5
2/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W6
2/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W7
2/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W8
2/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W9
2/EXT
+47.7, -51.3
2-0
2-0
8-0
CAST CRETE LINTEL 8F24-1B/1T
PICTURE
TEMPERED
W10
not used
W11
2/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W12
2/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W13
2/EXT
+47.7, -51.3
3-0
2-0
8-0
CAST CRETE LINTEL 8F24-1B/1T
PICTURE
W14
2/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W15
2/EXT
+47.7, -51.3
3-0
2-0
8-0
CAST CRETE LINTEL 8F24-1B/1T
PICTURE
TEMPERED
W16
2/EXT
+47.7, -51.3
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W17
2/EXT
+47.7, -63.4
3-0
4-8
8-0
CAST CRETE LINTEL 8F24-1B/1T
CASEMENT
W18
3/EXT
+47.7, -63.4
3-0
4-8
8-0
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SEE GEN NOTE 26
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
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title/schedules
3/23/21
SHEET
A-1
0S P.
AR97108
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: as per soil report
WIND: 163mph (ultimate), risk category 2, exposure D, wind borne debri region, enclosed
design
FROST DEPTH: 12"
- THE STRUCTURAL DESIGN APPROACH FOR MASONRY ROLLED STEEL AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS:
ROOF LIVE LOAD
20 PSF(slope<4:12), 15 PSF(slope>_4:12)
ROOF DEAD LOAD
7 PSF TC (shingles, metal, modified bitumen)
15 PSF TC (concrete tile)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
SEE DRAWINGS
FLOOR DEAD LOADS
25 PSF SUPERIMPOSED
FLOOR LIVE LOADS
SEE BELOW
FLOOR LIVE LOADS
Uninhabitable attics without storage
10 psf
Uninhabitable attics with limited storage
20 psf
Habitable attics and attics served
with fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
GENERAL NOTES- residential
1. CODE COMPLIANCE:
1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the
p J g 9 q
construction of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby
agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing
codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following:
2017 FBC: RESIDENTIAL, 6th ed
2017 FBC: CH 16 & 39, 6th ed
2017 FBC: ENERGY CONSERVATION 6th ed
2014 NATIONAL ELECTRIC CODE
2. ALL GENERAL NOTES
2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOCUMENTS.
2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
3. ARCHITECT & CONTRACTOR RELATIONSHIP
3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THATTHEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO
DIFFERENT THAN THE ARCHITECT.
4. WORKMANSHIP:
4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
RESPECTIVE TRADES.
5. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT,
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
6. ABBREVIATIONS:
6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.
7. CONDITIONS NOT DETAILED:
7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BYARCHITECT. IF DRAWINGS HAVE A DETAILED SPECIFICATION FOR ACERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BYARCHITECT.
8. VERIFY SITE INFORMATION:
8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
9. PRIOR TO ANY EXCAVATION WORK:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING AS ACCEPTABLE TO GOVERNING AGENCIES AUTHORITIES
UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10. DIMENSIONS:
10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS.
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS IF NO OTHER
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED
DIMENSIONS.
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY
BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE
ELEVATIONS MAY BE BASED ON THE SURVEY WHICH MAY USE MEAN SEA LEVEL NAVD OR OTHER HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR " +X.X' ". CONSULT ARCHITECT
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
12. AMBIGUITY:
12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
13. FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS:
13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS,
VERIFY W/ ARCHITECT.
13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
DOCUMENTS.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BYARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
ADEQUATE 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 FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
PHASE LOADS.
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ROOFS OR STONE ON RAISED FLOORS.
15. CAST -IN -PLACE CONCRETE
15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STRENGTH:
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN LINO
-COLUMN AND WALL CONCRETE TO BE 4000 PSI CONCRETE MIN LINO
-FOOTINGS/GRADE BEAMS TO BE 5000 PSI CONCRETE MIN LINO
-SLAB-ON-GRADE TO BE 3000 PSI CONCRETE MIN LINO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO
15.3. CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10.
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
NOT NOTED VERIFY W/ ARCHITECT
15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BYACI 318:
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THATTHE ENCLOSED AREA DOES NOT EXCEED 260
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751)
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
15.11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLYASH CONTENT.
15.12. VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON
THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP
BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING
15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCHITECT'S APPROVAL.
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING
MASONRY.
16.2. MASONRY STRENGTH (f'm DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH = 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND
TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL
REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP
SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED
FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS.
LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL
LENGTH IS +/- AS LONG AS MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN
SPECIFIED BUT NOT SHORTER.
16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS REQUIRED TO CONTROL CRACKING.
16.11. BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
CHANGES IN BOND BEAM ELEVATION.
16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
17. FOUNDATIONS:
17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILL TO BE CLEAN
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO.
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6-
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS.
17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN LINO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. SUGGESTION TO PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
BELOW ALL INTERIOR SLABS -ON -GRADE.
17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
17.7. SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/81/FT.
17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
18. STRUCTURAL STEEL:
18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35
KSI).
18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
WELDING SOCIETY.
18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV's OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb FOR
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
WALLS) TO BE #2 S.P.F. OR BETTER.
21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
CCA.
21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
-2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x12- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND
SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.)
21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI,
Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE
LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL
BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP.
IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT
WITH MINIMUM CAMBER STATEDABOVE.
21.6. LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC
WALL W/ .25" x 3.25" TAPCON @ 16" OC.
21.8. ALL WOOD NAILING AS PER FBC R 602.3 LINO.
22. PLYWOOD SHEATHING:
22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
WITHIN 4' OF EAVES/RIDGES/GABLES.
22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
SPACE FASTENERS 6" FIELD, 6" EDGE.
22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
23. PE TRUSSES:
23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY
FROM THE ENGINEER AND ARCHITECT.
23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING.
23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
FINAL LAYOUT MY MFR. EXACT TRUSS WEB CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO -
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
APPROVAL.
24. CONNECTORS/FASTENERS:
24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT
VALUE IS >_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EITHER UNLESS SPECIFIED BYARCHITECT.
25. SITE/LANDSCAPING:
25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
DURING OPERATION.
25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
26. DOORS AND WINDOWS:
26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
SPECIFICATION/ PRODUCT APPROVAL.
26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"A" END. PT 2x BUCK: ATTACH TO MASONRY/GONG
W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"A" END.
26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
TAPCONS STAG @ 24" OC.
26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
PER FBC R 302.5.1.
26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
26.8. GLASS TO HAVE: LOW-E, U-FACTOR < 0.4, SHGC s 0.25
27. ELECTRICAL & LIGHTING NOTES
27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
28. PLUMBING:
28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BYA LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
29. ROOF PENETRATIONS:
29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
31.4. WALL/CLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450
32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
33. MISC:
33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
33.2. GUARDRAILS AS PER FBC R312.
33.3. STAIRWAYAS PER FBC R311.7.
33.4. MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON.
33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
33.9. PROVIDE DRAFT STOPPING IN THE FORM OF 1/2" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
THAN 1,000SFAS PER FBC R302.12.
34. FINISHES:
34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
W/ 1-3/4" EMBED INTO WOOD.
34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
35. COASTAL CONSTRUCTION LINE REQUIEMENTS:
35.1. THE ELEVATION OF THE LOWEST HORIZ STRUCT MEMBER IS 15'-8" NAVD PER LINTEL SCHED ON A-1. THIS
IS GREATER THAN THE ALLOWABLE OF 12.92 NAVD.
35.2. THE BUILDING IS DESIGNED IN ACCORDANCE WITH ASCE 24, INCLUDING THAT THE PILE OR COLUMN
FOUNDATION AND BUILDING OR STRUCTURE TO BE ATTACHEDTHERETO IS 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, AND OTHER LOAD REQUIREMENTS OF
FBC CHAPTER 16.
35.3. BREAKAWAY WALLS OR ANY OTHER ITEMS LABLED BREKAWAY/FRANGIBLE ARE DESIGNED IN
ACCORDANCE WITH ASCE 24.
35.4. NO MEP CONDUITS, WIRING, FIXTURS, OR DEVICES SHALL BE ATTACHED, RUN IN/THRU/ACROSS/IN FRONT
OF OR BE MOUNTED ON BREAKAWAY WALLS OR SLABS. SEE A3.1 FOR BREAKAWAY WALL LOCATIONS.
ABBREVIATIONS:
AB ANCHOR BOLT
A/C AIR CONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICAL TILE
B.M.
BENCH MARK
BM
BEAM
BC
BOTTOM CHORD
BO
BY OWNER
BOTT
BOTTOM
BP
BOTTOM PLATE
CJ
CONTROL (CONSTRUCTION) JOINT
CL
CENTER LINE
CLG
CEILING
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL
COLUMN
CONC
CONCRETE
CONT
CONTINUOUS
CU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
D
NAIL SIZE (PENNY)
DR
DRYER
DISP
DISPOSAL
DF
DRINKING FOUNTAIN
DTL
DETAIL
DW
DRIVEWAY
'E'
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
EW
EACH WAY
EWC
ELECTRIC WATER COOLER
EWH
ELECTRIC WATER HEATER
EXP
EXPOSED
EXT
EXTERIOR
EXTG
EXISTING
F1
FOOTING #1
FA
FASTENER
FD
FIELD (FLOOR) DRAIN
FE
FIRE EXTINGUISHER
FF
FINISH FLOOR
FIN
FINISH
FLR
FLOOR
FP
FIRE PROTECTION
EPS
EXPANDED POLYSTYRENE
FRANG
FRANGIBLE (BREAK AWAY)
FTG
FOOTING
FT
FOOT (OR FEET)
GFI GROUND FAULT INDICATOR
GSF GROSS SQUARE FEET
GWH GAS WATER HEATER
GWB GYPSUM WALL BOARD
HB
HOSE BIB
HDG
HOT DIPPED GALVANIZED
HW
HOT WATER
HWH
HOT WATER HEATER
IN
INCH
INT
INTERIOR
R>t�L.11.rl
MAX
MAXIMUM
MFR
MANUFACTURER
MIN
MINIMUM
MW
MICROWAVE
NIC
NOT IN CONTRACT
NTS
NOT TO SCALE
NSF
NET SQUARE FEET
L-1 LINTEL #1
LF LINEAL FOOT
OC
ON CENTER
OAS
OR APPROVED SIMILAR
PL
PROPERTY LINE OR PLATE
PLY
PLYWOOD
PT
PRESSURE TREATED
PVC
POLYVINYL CHLORIDE
R
RADIUS
R/A
RETURN AIR
RCB
REINFORCED CONCRETE BEAM
RCC
REINFORCED CONCRETE COLUMN
RD
ROOF DRAIN
REF
REFRIGERATOR
REINF
REINFORCING
REQ
REQUIRED
R/W
RIGHT-OF-WAY
RTU
ROOF TOP UNIT
S.
SIMPSON (MFR)
SIBS
STYRENE BUTADIENE STYRENE
SEL
SITE ELEVATION
SF
SQUAREFOOT
SK
SINK
SOG
SLAB ON GRADE
SS
STAINLESS STEEL
STAG
STAGGERED
TBD
TO BE DETERMINED
TC
TOP CHORD
THE
TO MATCH EXISTING
TOB
TOP OF BEAM
TOB
TOP OF COLUMN
TOS
TOP OF SLAB
TP
TOP PLATE
TPO
THERMO PLASTIC OLEFIN
TYP
TYPICAL
UG
UNDER GROUND
UNO
UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VTR VENT THRU ROOF
WA WASHER MACHINE
WP WATER PROOF
WD WOOD
WWF WELDED WIRE FABRICMESH
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3/23/21
SHEET
A-2
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AR97108 ,
C1.2
FOOTING
SCHEDULE
•
•RNOTE
(4) #7 CONT TOP/BOT, #4 TIE @ 10" O.C. SEE DETAIL
ALL GRADE BEAMS 24"xCONTx30"
2/A-3
F1
PORCH STEM WALL
SEE DETAIL
SEE DETAIL 4/A-4
F2
PORCH STEM WALL
SEE DETAIL
SEE DETAIL 3/A-4
191WA
C1.7
C1.1a
C1.1b
AIMF
C1.1d
SLAB PLAN NOTES:
-SEE FLOOR PLAN FOR DIMENSIONS
SLAB PLAN KEYNOTES:
1.
TYP 1/2" BITUMEN EXP JOINT
WHERE SLAB BUTTS TO WALL i
SHEAR WALL OR
COLUMN, NOT
4" FLOATING SLAB AS PER SLAB STEMWALL
PLAN & PROJECT SPEC 12/A-1
6.1 FRANG SOG RECESS DETAIL
SCALE: 3/4"= 1'-0"
NOTES:
1. HOOK ALL BARS AT ENDS.
2. SEE GRADE BEAM/COLUMN SCHEDULE FOR
ADDITIONAL INFORMATION.
1/2 SPACING FOR 1ST STIRRUP
TOP BARS GRADE BEAM
3" COVER TOP/BOT
-3-4" T.O. GB
III I III
°
2" COVER SIDES
r
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-5-10" B.O. GB
PILE PILE W/ 3" EMBED INTO GB
W STAND HOOK DOWEL TO
MATCH PILE STEEL, 16"
EMBED
2. TYP GRADE BEAM DETAIL
SCALE: 3/4"= 1'-0"
4" FLOATING SLAB FRANGIBLE, UNREINFORCED,
USE FIBER MESH ONLY, 3/4" SAWCUT PER SLAB
JOINT PLAN A/3.1 OR 5OC MAX
6. FRANG SOG DETAIL
SCALE: 3/4"= 1'-0"
COLUMN. 1ST LEVEL
COLUMNS BEAR ON GRADE
BEAM, NOT ON SLAB
BOT BARS
1/2 SPACING FOR 1ST STIRRUP
PILE
TIE/STIRRUP (TYP.)
7. TYP COLUMN/PILE TO GRADE BEAM DETAIL
Cnnnin C OI AB
4. FRANG F1 DETAIL
SCALE: 3/4"= 1'-0"
" OVERPOUR W/ (1) # 4 PER
ETAIL 5/A-3
3" CMU FRANGIBLE CMU W/ #
l@6'OC
3" CMU FRANGIBLE CMU W/ #
4@6'OC
3" EMBED, NO EPDXY
AUGERCAST PILE PER
PROJECT SPEC 13/A-1
3" COVER °
USE CENTRALIZER DEVIC
1. TYP PILE DETAIL
SCALE: 3/4"= 1'-0"
5' MAX
12" LAP MAX
#4 TIE IN 5SECTIONS
DOWEL INTO COLUMN/SHEAR WALL W/3" EMBED, NO EPDXY
5. OVERPOUR REINF BREAKAWAY DETAIL
FRANGIBLE SLAB
20 �O
N N
n `I
2'
3. FRANG F2 DETAIL
SCALE: 3/4"= 1'-0"
_ 8" OVERPOUR W/ (1) # 4 PER
DETAIL 5/A-3
8" CMU FRANGIBLE CMU W/ 4
— 4 @ 6' OC, NO HOOKS AT TOP
OR BOT
FRANGIBLE SLAB
NON BRG UN-REINF
SPREAD FOOTING
#4 @ 16" OC BOTT, DOWEL INTO PORCH
STEMWALL W/5" EMBED, NO EPDXY
V MIN
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s v
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REAR PORCH
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END WALL OF STEPS: 6" THICK
W/ #4 @ 16" OC„ HOOK TO END
WALL W/ 5" HOOK
8. TYP FRANG STEPS ON GRADE DTL
SCALE: 3/4"= 1'-0"
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3/23/21
SHEET
A-3
OF FAO
�.eNC1S P. L/, `&
Il
AR97108
GRADE BEAM/ PILE PLAN
SCALE: 1/4"= 1'-0"
SLAB PLAN
SCALE: 1/4"= V-0"
NON HABITABLE
STORAGE
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LESS THAN MAX ALLOWABLE. ALLOWABLE SHORE
PARALLEL SHEAR WALL: 28' x 20%= 5'-7"
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foundation
3/23/21
SHEET
A-3.1
BREAKAWAY PLAN POST BREAKAWAY PLAN SLAB JOINT PLAN
SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0"
�.eNG1S P.
Il
AR97108
GRIND CONC IF BRG PRESSURE
I I
8" BEAM
I I
BEAR BEAM 4" PAST
THIS POINT
# 5 VERT
#3TIE &8"OC
C2.7 DETAIL
SCALE: 1"= 1'-1
Sidewall Flashing Detail
hoefse wrap►
counter -flashing -
Sidewall flashing
underlayment
root sheathing,
CC -2" InTWNACHI
Headwall Flashing Detail
.bdfCW2i�r
underl
roaF sneai
BRACE
1/2" SS WEDGE
AB @ 16" OC
BRACE
FRONT VIEW
16. CONDENSING UNIT MOUNT DETAIL
SCALE: 3/4"= V-0"
FAPCON @
:'LEDGER
LEDGER
2'
METAL DRIP OVER PT WOOD
DRIP OVER 2x8 CEDAR FASCIA
TO TRUSS ENDS W/ (2) #16d
NAIL, 5.5" TRUSS HEEL
EXTERIOR SOFFIT AS PER GENERAL SPECS
12. TYP EAVE DETAIL/ AWNING ROOF DETAIL
SCALE: 1 "= 1'-0"
HGAMIOKTA @ 24" OC AT BLOCKING OR TRUSS BC. TO
CONC W/ (4) 1/4" x 2.75" TAPCON, TO BC W/ (4) 10d x 1.5".
r- 2x4 BLKG 6D 24" OC W/ S. LUS 24 EA END
I. e
TRUSS BC
a
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TRUSS BC
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TRUSS PARALLEL w/ WALL
R DOWEL W/ 6" EPDXY EMBED IN
-D CORE TO MATCH VERT REINF
a�•
CMU WALL W/ #5 VIER @ 48"
30ND BEAM TOP COURSE.
GAP BELOW HC SLAB, WAIT
D PACK W/ MORTAR.
1. INTERIOR NON BRG WALLS TO BE CONSTRUCTED AFTER THE PRECAST
HOLLOW CORE PLANKS AND TOPPING HAVE BEEN PLACED
5. NON BRG CMU WALL DETAIL
MASONRY LINTEL
SHEAR WALL
- ALL JOINTS TO BE 1/4" CONT FILET WELD
BRACE: L3"x3"x1/4" 6061-T6 ALUM
L 1/4" 6061-T6 ALUM
TUBE 3"x3"x1/4" 6061-T6 ALUM
SIDE VIEW
SLOPE AS PER ELEV
ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL SPECS -
METAL DRIP EDGE TBD BY ROOFING CONTRATOR
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
SEE FRAMING PLANS OR
CONNECTOR SCHEDULE
METAL DRIP OVER PT WOOD DRIP OVER of
2x8 CEDAR FASCIA TO TRUSS ENDS W/ ° Y
(2) #16d NAIL, 5.5" TRUSS HEEL , .I
EXTERIOR SOFFIT AS PER GENERAL SPECS °
DECO RAFTER TAILAS PER ELEVS @ APROX 36" OC.
ATTACH TO EA 2x4 BLKG W/ (1) SCREW W/ 1.5" EMBED '
WALLAS PER GENERAL SPECS
11. TYP ROOF TO WALL DETAIL
SCALE: 1/2"= 1'-0"
1/2" MIN PLY EA SIDE W/ 8D NAIL
@ 6" TO EDGES & STIFFENER
2x4 BLOCKING
2x4 MIN STIFFENER TO BUCK W/ (2)
3" SCREWS
2x4 MIN BUCK W/ .25"x 2.75" TAPCONS @
16" OC STAG/ 4" ENDS
DETAIL IS ONLY FOR ARCH NOT SUPPORTING WINDOW OR DOOR.
THIS ARCH IS FRANGIBLE.
9. FRANG ARCH TOP OPENING DETAIL
SCALE: 1/2"= 1'-W
#4 x 24" HOOK BAR @ 48" OC MAX IN
GROUTED CORE, MIN ONE BAR PER
PLANK. WHERE HOLLOW CORE
CMU WALL
SLABS BEAR ON EA SIDE USE #4 x
48" @ 48" OC MAX CENTERED OVER
WALL BELOW
HC
FF AS PER SECTION
(1) # 4 CONT
-°
WHERE WALL DOES NOT
BRG AS PER HC MFR
j
°
CONTINUE PROVIDE #4 HOOK
BARS @ 48" OC, EPDXY EMBED 6"
INTO CONC BEAM
BOND BEAM AS PER
° °
BEAM SCHEDULE
p °
END BEARING
4. TYP HOLLOW CORE SLAB BEARING DETAILS
EXT
HC SLAB
25 GA TRACK TO CONC W/ 3/4"
PIN NAIL @ 48" OC. STUD TO
TRACK W/ (2) 7/16" SCREW
25 GA FIRE BLOCKING AS NEEDED
1/2" GWB OVER 3-5/8" 25 GA
METAL STUD @ 24" OC. SEE PROJ
SPEC 14/A-1
25 GA TRACK TO CONC W/ 3/4"
PIN NAIL @ 48" OC. STUD TO
TRACK W/ (2) 7/16" SCREW
FRANG SLAB
NON BRG CELLS PER A-4. #4 VERT, DOWEL TO BEAM & GB W/ 3" EMBED, NO EPDXY. 12" LAP MAX.
NON BRG INFILL WALL: 8" OR 12" RUNNING BOND CMU. NO JOINT REINF.
NON BRG LINTEL PER DOOR SCHEDULE NO STD HOOKS, 3"
EMBED TO JAMB CELLS
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15. FRANG INT WALL DETAIL 14. FRANG CMU WALL DETAIL
SCALE: NTS SCALE: NTS
SEE BRG LEGEND
CLG AS PER GENERAL SPECS & FLOOR PLAN
MASONRY BOND BEAM &
REF AS PER GENERAL
SPECS
BEAM
TRUSS BC
1/2" PLY
2x FRAMING TO EA TRUSS OR BLOCKING
@ 24" OC W/ (2) 3" SCREW. ATTACH 2x
TO LINTEL W/ 2.75" TAPCON @ 24" OC.
IF > 2', USE VERT STUDS & STRAP TP TO
TRUSS BC W/ SIMPSON H2.5
COVERED
8. OPTIONAL BEAM BUILD OUT TO MATCH COLUMN
SCALE: 1 "= V-0"
#4 x 24" HOOK BAR @ 48" OC MAX IN
CONC TOPPING. WHERE HOLLOW
CMU WALL
CORE SLABS BEAR ON EA SIDE USE
#4 x 48" @ 48" OC MAX CENTERED
OVER WALL BELOW
HC
w FF AS PER SECTION
°
(1) # 4 CONT
WHERE WALL DOES NOT
BRG AS PER HC MFR
CONTINUE PROVIDE #4 HOOK
BARS @ 48" OC, EPDXY EMBED 6"
INTO CONC BEAM
BOND BEAM AS PER
BEAM SCHEDULE
SIDE BEARING
NOTES:
HOOK ALL BARS AT ENDS.
SEE BEAM SCHEDULES) FOR ADDITIONAL INFORMATION.
SEE REBAR DEVELOPMENT & LAP SPLICE SCHEDULES(S) FOR ADDITIONAL INFORMATION.
CLASS - B LAP SPLICE IN MID
1/3 OF SPAN FOR TOP BARS
ACI STANDARD
HOOK (TYP.)
L1 = CLEAR SPAN
LAS3 - LAP SPLICE OVER
SUPPO T FORB T BARS
TP TO STAIR STRINGER W/ 12D @ 32" OC
TYP STUD TO TP/BP W/ W/ (2) 12D
TP TO SLAB W/ 1/4" TAPCON @ 2.75" @ 32" OC
NON BRG C
BP TO SLP
@ 2.75" @
RIPPLE
B W/ 1/4" TAPCON
32" OC
STUD @ EVERY OTHER RISER,
ATTACH W/ (2) 3" SCREW WALL DETAIL NOTES:
1. DRYWALL OVER 1/2" CDX PLY FRAMING ON EXT, STUDS TO BE 2x4 @ 16" OC LINO
2. END STUDS FASTENED TO CMU W/ @ 32" OC/8" ENDS
3. 2x4 HORIZ BLOCKING @ 4' OC
13. STAIR ENCLOSURE WALL DETAIL
SCALE: 1/2"= V-0"
10. TYP CONC. COLUM/BEAM REINFORCEMENT
PLATE TO HC W/ (4) 1/2" THRUBOLT W/ .25x3x3
WAHSER. FILL CORE W GROUT.
CLG
BRACE. 1/4x3x3 ANGLE, WELD TO STEEL STUD
r� W/ CONT 1/4" FILET, (2) 2"x5/16" TAPCON
2x10 STEEL STUD AS PER PLAN
VIEW, W/ 3/8" PLATES @ ENDS
(2) 2x12 TO PLATE W/ (4) 3/8" CARRIAGE BOLT
7. D8 HEADER DETAIL- SECTION
SCALE: 3/4"= 1'-0"
HORIZ BOND BEAM STEEL
CONT BAR TO MATCH HORIZ OR CORNER
BARS W/ 25" LAP MIN ° °
° ° ° COURSE/STEEL QTY/SIZE PER SPECS, °
USE BEAM OR KNCKOUT BLOCK
---
CMU WALL
HORIZ BOND BEAM STEEL
SECTION ELEVATION CHANGE- ELEVATION VIEW
} CORNER BAR W/ 25" LAP MIN
TO MATCH HORIZ SIZE, QTY ° I°
HORIZ STEEL -` --z
INTERSECTION- PLAN VIEW CORNER- PLAN VIEW
3. BOND BEAM/ LINTEL CONTINUITY DETAILS
TOP BARS
TIE/STIRRUP (TYP.) FBI A
1
A
- BOT BARS
- MID BARS
SECTION A -A
CANTILEVER
II II II II II
II II II II
I I I BRACE � I I
STUCCO OVER WRB OVER 5/8" CDX OVER 2x4 @ 16" OC INFILL
WALL. TP TO SLAB W/ 1/4" x 1.25" EMBED @ 16" OC.
STEEL STUDS @ ENDS TO CMU W/ (2) 1/2" x 5" EMBED
6. D8 HEADER DETAIL- PLAN
SCALE: 3/4"= 1'-0"
F = FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY FOR
GRAVITY LOAD
8F16-16/1 T
NO WIDTH
QUANTITY OF #5 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT
COMPOSITE U-LINTEL FOR
UPLIFT LOAD
#5 FIELD ADDED REBAR AT
TOP OF COMPOSITE
U -LINTEL MIN. (1) REQ'D
1-1/2" CLEAR
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8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
2. TYP CASTCRETE LINTEL DETAIL
LINTEL AS PER WINDOW/DOOR
SCHEDULE
DOOR & WINDOW BUCK AS
PER GEN NOTE 26.2
FLASHING AND SEALING AS
PER GEN NOTE 26.7
WINDOW FRAME W/ FLANGE,
ATTACH TO MASONRY/CONC AS
PER MFR SPECS
HiWind MASONRY SILL BY CASTCRETE
EXT ° °° ° INT
°
°
°
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1. TYP OPENING BUCK DETAIL
SCALE: 1"= 1'-0"
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3/23/21
SHEET
A-3.2
OF FAO
C1S P. L/, e`&
AR97108 :�
SCALE: 3/4"= 1'-0"
SCALE: 3/4"= V-0"
SCALE: NTS
SCALE: 1/2"= 1'-0"
C1.2
146WA
C1.7
C1.1a
C1.1b
AIMF
C1.1d
PILE LOADS
PILE ID
MAX FACTORED ULT
AXIAL LOAD (#)
1
8012
2
50868
3
60108
4
50698
5
67483
6
70278
7
69633
8
69341
9
71154
10
69218
11
21023
12
59074
13
41240
14
54590
15
33987
16
19927
17
14443
18
31338
19
34385
20
16726
21
16726
22
16000
23
29113
24
29113
25
16726
26
16726
27
16000
28
15642
29
15642
30
35167
31
54650
32
41790
33
56179
34
70370
35
69477
36
69863
37
69220
38
71408
39
62361
40
47102
411
43536
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foundation
loads
3/23/21
SHEET
A-3.3
OF FAO
�.eNG1S P.
Il
AR97108
GRADE BEAM/COLUMN/ PILE LOADS
SCALE: NTS
PLAN NOTES:
-SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED
ON PLAN FOR CLARIFICATION.
-SEE FLOOR PLAN FOR DIMENSIONS
PLAN KEYNOTES:
1.
1' 12'-6" 1' 12'-6" 1'
C1.3 C1.4 C1.5
t. 1' t.8" t, 17'-4"
8"
k 1
k 11"k
2'-10" 1,
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O
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FRANG WALL DETAIL 14/A-3.2
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■
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LEVEL 1 FILLED CELL PLAN
SCALE: 1/4"= 1'-0"
CIO
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plan
3/23/21
SHEET
A-4
�P' • RHO
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AR97108
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B1.3a
B2.2a
C1.2
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SCALE: 1/4"= V-0" 4)
B2.2d
B3.2d
B3.1 d
FRAMING PLAN NOTES:
1. REFERENCE DIMENSIONS ON FLOOR PLAN.
2. REFERENCE PE TRUSS LAYOUT BY MFR.
3. REFERENCE PE HC LAYOUT BY MFR.
4. HC= HOLLOWCORE SLAB
5. SEE BEAM/COLUMN SCHEDULE ON A-1
FRAMING PLAN KEYNOTES:
1. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 WWM OVER 8" PE HC PLANK BY MFR.
2. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 WWM OVER 6" PE HC PLANK BY MFR. SLOPE .25"7T TO EDGE.
3. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 WWM OVER 6" PE HC PLANK BY MFR.
4. CHASE DUCT THRU HC FLOOR INTO CLG CAVITY BELOW. SEE FLOOR PLAN KEYNOTE 5/A-6.
5. NON BRG CMU WALL- SEE DTL 5/A-3.2
6. TYP 4" FLOOR PENETRATION
7. 2" RECESS IN TOPPING FOR SHOWER
nd
LOAD BEARING AT 1
LOAD BEARING AT '-
61.1
ROOF FRAMING PLAN GREY WALLS -LOAD BEARING BELOW
SCALE: 3/16"= 1'-0"
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framing
plan
3/23/21
SHEET
A-5
G1S P. L/, e`&
AR97108
LEVEL 2 FLOOR FRAMING PLAN GREY WALLS -LOAD BEARING BELOW
SCALE: 1/4"= 1'-0"
OCEAN^
) EQUIPMENT
:RMITTED ON
ZEAKAWAY SLAB t
%LLS.
ZOVIDE "AS -BUILT
:-CORD SET FOR
=P CHANGES AT
tAME ALL
SPECTION
NDREW JPI
1 19'-4 3/8" � 8'-7 5/8"
w9A
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE
FLOOR PLAN KEYNOTES:
1. 20"x30" MIN ATTIC ACCESS
2. SUBSTITUTE 12" CMU WALL
3. VERIFY FILLED CELL W/ (2) #5 LOCATED WHERE ELEV
TRACK TO BE MOUNTED
4. NON BRG CMU WALL- SEE DTL 5/A3.2
5. TYP FRANG WALLAS NOTED PER WALL LEGEND ON A-1.
SEE DTL A3.2.
6. STAIR ENCLOSURE WALUDOOR TO SEAL HABITABLE
RESIDENCE DURING A 100 YR STORM. SEE DTL 13/A-3.2.
7. NO PLUMBING FIXT TO BE MOUNTED TO FRANG SLAB:
TOILET AND VANITY TO BE WALL MOUNTED TO THE CMU
SHEAR WALLAND NOT RELY ON THE SLAB FOR SUPPORT.
8. NO HVAC FIXT TO BE MOUNTED TO FRANG SLAB:
CONDENSING UNITS TO BE WALL MOUNTED PER DTL
16/A3.2.
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floor plan
3/23/21
SHEET
A-6
�?�PNG1S P. L/Ee .7
�
AR97108
LEVEL 1 FLOOR PLAN- DIMENSIONED
SCALE: 1/4"= 1'-0"
LEVEL 2 FLOOR PLAN- DIMENSIONED
SCALE: 1/4"= 1'-0" (c
LEVEL 3 FLOOR PLAN- DIMENSIONED
SCALE: 1/4"= 1'-0"
)A
HAW DRAIL THAT IS NOT CIRCULAR
MUST HAVE A PERIMETER OF 4 IN.
MI N161 1 IN. MAX WITH A MAXIMUM
HANDRAIL WITH CIRCULAR CROSS�SECTION DIMENSION OF
DITER
21N. MAX 2114 INCHES a
4 i+-111 IN. —+I
4
0.01 IN. RADIUS
CIRCULAR HANDRAIL NONCIRCULAR HANDRAIL
For SL'1Inch 25.4 mm.
Figure R311.7.8.3(1)
TYPE 1 HANDRAIL
MIN STAIRWAY REQU I REM ENTS UNO
2-6" 5-6"
LOWEST GF
SEE SHEET
HANDRAIL PERIMETER > 61/4 IN.
�1114 IN. TO 2314 IN.�
a 1314 IN.
5 lie IN.
GRASPABLE FINGER RECESS AREA
IS REQUIRED ON BOTH SIDES Z 5115 IN.
For $I: 1 inch = 25.4 mm-
Flguro R311.7.8.3(2)
TYPE II HANDRAIL
SCHEMATIC STAIR DIMENSIONS
SCALE: 1/4"= 1'-0"
MATCH LINE (SEE FRAMING PLAN)
TYP HC TIE DOWEL
level 2
71
HC
° I
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3" BRIG
P +11
B2.4 I ,I
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LANDING SLAB: 8" H W/ #5 @ 8" OC EW
W
----- - - - - --
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B1.6
#4 EA NOSING PQ
°• ° ° ° #4 @ 16" OC TEMP.
6" MIN, 9" MAX
#5 @ 8" OC LONG BOT
level
I\>
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SHEAR WALL: 12" CMU W/ #5 @ 2' OC FILL ALL CELLS
GRADE BEAM
2. STAIR STRUCTURE DETAIL- CONCRETE
SCALE: 3/4"= V-0"
HC
MATCH LINE (SEE FRAMING PLAN)
Icvcl 4
BOTT STRINGER TO WOOD BEAM W/ S. LSCZ W/ 2x6 LEDGER W/ 3" SCREW @ 6" OC
TOP STRINGER TO WOOD BEAM W/ S. LSCZ
(3) DBL 2x12 STRINGERS. ALTERNATE
STRINGER: DBL 11-7/8"x1.5" LVL. 2x TREADS.
F_
LANDING: 3/4" PLY OVER 2x12 @ 16" OC. TO
LEDGER/BEAM W/ S. LUC210Z. 2x12
LEDGER TO FILLED CMU W/ (2) 1/2" x 8"
EPDXY EMBED @ 16" OC W/ 2" WASHER.
STRINGER TO LEDGER W/ S. H2A
LEDGER: (2) 2x10, FASTEN TO CONIC W/ (2) 1/2" x 8" EPDXY
EMBED @ 16" OC W/ 2" WASHER.
1. STAIR STRUCTURE DETAIL- WOOD
SCALE: 3/4"= V-0"
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section
3/23/21
SHEET
A-7
0S P. L/, e`&
AR97108
W-E BUILDING SECTION
SCALE: 3/16"= 1'-0"
0-33'-10" (25'-10" NAVD) BOT OF PILE33'-10" (25'-10" NAVD) BOT OF PILE
BELOW SCOUR LINE AS
SPEC'D IN GEOTECH REPORT
33'-8" TOW
J, 23'-8" FF
11'-10" FF
-O.
12.92' NAVD
ob 0" FF
(8.0' NAVD)
4'-8" NAVD (AV GRADE)
NORTH ELEVATION
SCALE: 3/16"= V-0"
0
Lol
DECO RAFTER
(12.92' NAVD
WEST ELEVATION
SCALE: 3/16"= V-0"
ROOF PLAN
SCALE: 1/16"= V-0"
JCCO CLAD FOAM SHUTTERS
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elevs
3/23/21
SHEET
A-8
��OF FC
�?��PNG1S
AR97108
SOUTH ELEVATION
SCALE: 3/16"= 1'-0"
EAST ELEVATION
SCALE: 3/16"= 1'-0"
)A
ELECT PLAN NOTES:
1. SEE NOTE 27/GN-1.
2. GFI PER 27.4/GN-1. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER, DISHWASHER,
GARAGE DOOR OPENER.
3. PROVIDE DISCONNECTS FOR WATER HEATER, CU, AHU
4. ALL 120 VOLT BRANCH CIRCUITS SUPPLYING RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING
ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION
ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BYA LISTED
ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF
THE BRANCH CIRCUIT (NEC 210.12(B)).
5. NO MEP CONDUITS, WIRING, FIXTURES, OR DEVICES SHALL BE ATTACHED, RUN IN/THRU/ACROSS/IN
FRONT OF OR BE MOUNTED ON BREAKAWAYWALLS. SEE A3.1 FOR BREAKAWAYWALL LOCATIONS.
NO ELECTRIC PERMITTED IN
L12 BREAKAWAY SLAB.
L 2 PROVIDE "AS -BUILT"
RECORD SET FOR MEP
�? CHANGES AT FRAME ALL
INSPECTION
-ANDREW JPI
E-WASH
Ld
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BLACK W/WHITE RING
EXTERIOR LIGHTING SCHEDULE
MOUNTINGID
• ••COMMENTS
CEILING RECESSED CAN 1,2,3
120 PAR20 7W AMBER HALOGEN
BLACK BAFFLE
L12
FOCUS LIGHTING
SL-02
WHITE ALUM
STEP 2,3
12 18W AMBER LED
L13
PARK HARBOR
PHEL1000ANPE
PEWTER
WALL SCONCE 1
72 E26 7W AMBER LED
L14
FOCUS LIGHTING
PL-01
BLACK ALUM
PATH LIGHT 0
19 18W AMBER LED
SEE LANDSCAPE PLAN
L15
FOCUS LIGHTING
DL-21
I BLACK ALUM
1UPLIGHT 10 i
0 20w AMBER LED
ISEE LANDSCAPE PLAN
L-------------------------------- VZ ------------------------------- a2
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RECORD SET FOR MEP
CHANGES AT FRAME ALL E1
INSPECTION
-ANDREW JPI
SD
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E1 110V DUPLEX RECEPTACLE
E2 110V GFCI DUPLEX RECEPTACLE
E2.1 110V GFCI QUAD RECEPTACLE
E3 120V RECEPTACLE recessed for tv w/ cable
E4 220V RECEPTACLE
E5 110V DUPLEX RECEPTACLE w/ water protected box
E6 110V DUPLEX RECEPTACLE- clg mount
E7 110V DUPLEX RECEPTACLE- floor mount
E8 GENERATORAUTO TRANSFER SWITCH
E- ELECTRIC FOR LABLED APPLIANCE
G- LP GAS FOR LABLED APPLIANCE
L1 RECESSED CAN LIGHT
L2 FLUSH MOUNT CLG LIGHT
L3 FLUSH LED STRIP LIGHT
L4 VANITY WALL LIGHT
L5 SHOP LIGHT
L6 CHANDELIER LIGHT
L7 PENDANT LIGHT
L8 UNDER CABINET LIGHT
L9 INTERIOR WALL SCONCE
L10 RECESSED CAN LIGHT- wet location
L11 EXTERIOR RECESSED CAN
L12 EXTERIOR STEP LIGHT
L13 EXTERIOR WALL SCONCE
L14 LANDSCAPE PATH LIGHT
L15 LANDSCAPE UPLIGHT
S LIGHT SWITCH
EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented
EXL EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit if unvented
FL FAN/ LIGHT COMBO
FA FAN W/O LIGHT
JB JUNCTION BOX
SD SMOKE/CO DETECTOR- interconnected, hardwired w/battery
TV TELEVISION CABLE
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elect plan
3/23/21
SHEET
A-9
FAO
G1S P.
AR97108
LEVEL 1 ELECTRICAL PLAN
LEVEL 2 ELECTRICAL PLAN
LEVEL 3 ELECTRICAL PLAN
SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0"
Electrical Load Calculation
220.12 General Lighting Load
3 va/ft2 of floor area, including unused space adaptable for future use.
Floor Area = 4765 ft2 14,295 va
Basement Floor Area = ft2 va
220.52(A) Small Appliance Load
1500 va for each 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen,
pantry, breakfast room, dining room, or similar areas.
# of Small Appliance Branch Circuits =0' 1500 va = 3,000 va
220.52(B) Laundry Load
# of Laundry Branch Circuits =0' 1500 va = 3,000 va
Total General Lighting & Appliance Load= 20,295 va
220.42 Lighting Load Feeder Demand Factors
First 3000 or less at i00% 3,000 va
From 3001 to 120,000 at 35% 6,053 va
Remainder over 120,000 at 2S% - va
Total Lighting Demand Load= 9,053 va
220.54 Electric Clothes Dryers
Q Y� Electric Der #1 5.00 kw 10,000 w
Qty 0 ElectricDryer #2 kw - w
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
Qty
Qty
Qty
kw
kw
kw
Electric Cooking Demand Load= 3,600 w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat #1Rkw
kw AC#i/GeoMokva
kva
Fixed Electric Space Heat #2kw AC#2/Geokva
Fixed Electric Space Heat #3kw AC#3/Geokva
Fixed Electric Space Heat #4kw AC#4/Geokva
Fixed Electric Space Heat #5 AC#5/Geo
Total Heat & AC Load = 27,240 va
0
Electric Cooktop Nameplate
1
Wall Oven Nameplate
4.50
0
220.14 Appliance load --Dwelling Units
Of. Descrinrion �arHarr�l
2
Central Furnace
2,400
1
Dishwasher
1,200
1
Refrigerator
1,440
1
Microwave
1,580
1
Range Hood
240
4
Vent Fan
400
6
Paddle Fan
540
Of. DascrhNfon varu,attcl
1
Water Heater
300
1
Other
6,600
0
0
0
0
0
Total Connected Appliance Load = 14,700 va
220.53 Appliance load --Dwelling Units Total Appliance Demand Load = 11,025 va
220.50 Motor Loads @ 120 Volts
Qty Description va(watts) Qty Description va(watts)
o - 0
1 1/2hpGarbage Dispose 375 01 1-
1 1/2hpGar/DoorOpener 375 01 1-
0 - 0
Total Motor Load = 750 va
430.24 Several Motors or a Motor(s) and Other Load(s) 25 % of Largest Motor Load = 94 va
Total Motor Demand Load = 844 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 61,762 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1 ph3W = 257 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 300 AMPS /ICE SIZE REQUESTED = 300 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation.
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WIRE SIZE BY ELECTRICAL CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
■ ■ ■
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WA 2"
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WS 3"
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plan
3/23/21
SHEET
A-1
0
OF FAO
0S, P. L/, e`&
AR97108
LEVEL 1 DWV PLUMBING PLAN
SCALE: 1/4"= V-0"
LEVEL 2 DWV PLUMBING PLAN
SCALE: 1/4"= V-0"
LEVEL 3 DWV PLUMBING PLAN
SCALE: 1/4"= V-0"
LANDSCAPE PLAN NOTES:
1. REFER TO LIGHTING SCHEDULE
T_
LANDSCAPE SCHEDULE
COMMONID (SEE PLAN) TYPE
1 PALM TREE BISMARK PALM BISMARCKIA NOBILIS
2
PALM TREE
FOXTAIL PALM
WODYETIA BIFURCATA
3
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COCONUT PALM
COCOS NUCIFERA (MALAYAN GREEN)
4
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ZAMIAFURFURACEA
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CORTADERIA SELLOANA
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SHRUB
SILVER BUTTONWOOD
CONOCARPUS ERECTA VAR. SERICEUS
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WHITE BIRD OF PARADISE
STRELITZIA NICOLAI
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SCALE: 3/16"= V-0"
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site plan
3/23/21
SHEET
A-11
ARCHITECTURAL SITE PLAN
SCALE: 3/16"= V-0"
LANDSCAPE PLAN NOTES:
1. REFER TO SITE PLAN BY CIVIL
G1S P. L/Ee<� .7
AR97108
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HVAC
3/23/21
SHEET
A-12
LEVEL 1 HVAC PLAN
SCALE: 1/4"= V-0"
LEVEL 2 HVAC PLAN
SCALE: 1/4"= V-0"
LEVEL 3 HVAC PLAN
SCALE: 1/4"= V-0"
OS P. L/Ee .9
AR97108
)A