HomeMy WebLinkAbout2010-0014DocuSign Envelope ID: 913B3EBD-B07B-4751-8AED-7AC11E5C84D5
WALL LEGEND
GENERAL SPECIFICATIONS:
1. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3-5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
2. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34.
3. INSULATION: EXT WALLS: R4.1 FOIL 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.
4. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT, FOUNDATION PLAN
ID
DESCRIPTION
SPECS
THICKNESS
ON FLOOR
PLAN
REINFORCED CMU WALL
W/ FINISHES
SEE TYP WALL SECTION
9"
77777777
REINFORCED CMU WALL
WO/ INT FINISH
SEE TYP WALL SECTION
g°
REINFORCED CMU COLUMN
SEE FLOOR PLAN
VARIES
NON LOAD BEARING INT WALL
SEE GENERAL SPECIFICATIONS ON A-1
4.5"
—
LOAD BEARING 2x4 WALL
SEE BRG WALL DETAIL
4.5"
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
1. PEAK OF 3/12 VAULTED CEILING
2. FAUX BEAMS @ BOTTOM OF VAULT
3. 1'H TRAY CLG
4. 22"x30" RO MIN ATTIC ACCESS
5. TYP REAR PORCH BEAM- CAST CRETE 8F16-1 B/2T. 8' TOB.
5. TYP FRONT PORCH BEAM- CAST CRETE 8F12-1 B/2T. 8' TOB.
7. TYP PORCH COLUMN- 12"x12"x8" CMU, 4 #5 VERT, #3 TIE @ 16" OC.
PROJECT DESCRIPTION
NEW 1 STORY SF RESIDENCE
ZONING INFORMATION:
parcel id: 3202-500-0007-000-3
AG-5 (unincorporated St Lucie County)
flood zone: X
UTILITY INFORMATION:
gas: n/a
sewage: septic
potable water: well
AREA CALCULATIONS:
conditioned living area
2,813 sf
garage
941 sf
covered rear porch
496 sf
covered front porch
267 sf
total building area
4,517 sf
conditioned volume
23,554 cf
SLOPE AS PER ELEV
METAL OVER 30# FELT OVER 5/8" COX PLY OVER PE WOOD _
ROOF TRUSS AS PER FRAMING PLAN.
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
SEE FRAMING PLANS OR
CONNECTOR SCHEDULE
METAL DRIP OVER PT WOOD DRIP OVER
2x6 CEDAR FASCIATO TRUSS ENDS W/ 2'
(2) #16d NAIL, 4" TRUSS HEEL
STUCCO & LATH PER GEN NOTE 34 OVER
FRAMING W/ NO VENTS.
LINTELS PER DOORIWINDOW/LINTEL SCHEDULE
STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC
W/ CONT CMU BOND BEAM TOP (2) COURSES W/ #5
REBAR EA COURSE- 1/2" OR 5/8" GWB OVER OVER 3/4"
FURRING STRIP. GARAGE WALLS TO BE UNINSULATED &
UNFINISHED.
WALL REINF AS PER GEN NOTE 16.8.
DOWELS PER GEN NOTE 17.2
GENERAL SPECS: A-1
GENERAL NOTES: GN-1
FOOTING PER FOUNDATION PLAN &
FOOTING SCHEDLE- REINF PER
FOOTING SCHEDULE
GRADE AS PER SITE PLAN
TYP WALL SECTION
SCALE: 1/2"= V-0"
SHEETINDEX
A-1
floor plan
A-2
foundation plan
A-3
elevs
A-4
elect
GN-1
general notes
a SEE ELEVS
1/2" OR 5/8" GWB OVER WOOD PE TRUSS BC.
GARAGE HOUSE
F6
OPTIONAL CJ/EJ °
MONO @ STEP
r
OPTIONAL CJ/EJ
�W�
MONO0. CURB/ RECESS
SOG/FILUCOMPCTION PER
FOUNDATON PLAN AND GEN NOTE 17
REVIEWED FOR CODE
COMPLIANCE ST. LUCIE
C6161910nT : 61610
Permit: 2010-0014
BY: Joseph Fersch Date: 10/15/2020
ID
D1
D.
PRESSURES
34.1,-36.1
W
6-0
DOOR/ LINTEL SCHEDULE
DESCRIPTIONACTUAL
H LINTEL
6-8 CC 8RF14-1B/1T D.SWING, GLAZED
D2
34.1, -36.1
8-0
6-8
CC 8RF16-1B/1T
2 PANEL SGD
D3
34.1, -36.1
12-0
6-8
CC 8RF16-1B/2T
3 PANEL SGD
D4
34.1,-36.1
6-0
6-8
CC 8RF14-1B/1T
D.SWING, GLAZED
D5
30.1, -33.5
16-0
7-0
CC 8RF16-1B/1T
SECTIONAL OVERHEAD
D6
30.1, -33.5
16-0
7-0
CC 8RF16-1B/1T
SECTIONAL OVERHEAD
SEE GEN NOTE 26. CC: CAST CRETE.
WINDOW/ LINTEL
B.O.ACTUAL D.
ID PRESSURES W H LINTEL
W1 35.7,-38.7 3-11 5-1 6-8
SCHEDULE
LINTEL
CC8F16-1B/1T
TYPE NOTES
S.HUNG
W2
35.7,-38.7
1-4
5-1
6-8
CC8F16-1B/1T
S.HUNG
W3
35.7,-38.7
3-11
5-1
6-8
CC8F16-1B/1T
S.HUNG
EGRESS
W4
35.7,-38.7
1-4
5-1
6-8
CC8F16-1B/1T
S.HUNG
W5
35.7,-38.7
1-4
5-1
6-8
CC8F16-1B/1T
S.HUNG
W6
35.7,-38.7
3-11
5-1
6-8
CC8F16-1B/1T
S.HUNG
EGRESS
W7
35.7,-38.7
1-4
5-1
6-8
CC8F16-1B/1T
S.HUNG
W8
35.7,-38.7
3-11
5-1
6-8
CC8F16-1B/1T
S.HUNG
EGRESS
W9
35.7,-38.7
2-11
1-3
6-8
CC8F16-1B/1T
FIXED
TEMP
W10
35.7,-38.7
4-3
5-1
6-8
CC8F16-1B/1T
FIXED
W11
35.7,-38.7
4-3
5-1
6-8
CC8F16-1B/1T
FIXED
W12
35.7,-38.7
7-11
5-1
6-8
CC8F16-1B/1T
FIXED
W13
35.7,-38.7
5-11
1-3
6-8
1 CC8F16-1B/1T
FIXED
W14
35.7, -38.7
13-11
1-3
6-8
8"x16" (2) #5 T/B, #3
TIE @ 6" OC
IFIXED
TEMP
SEE GEN NOTE 26. CC: CAST CRETE.
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FLOOR PLAN- DIMENSIONED
SCALE: 1/4"= V-0"
10/15/2020
DocuSign Envelope ID: 913B3EBD-B07B-4751-8AED-7AC11E5C84D5
TYPE
F1 SOG, MONO @ EXT WALL
FOOTING SCHEDULE
••
SIZE (WxLxH) HEIGHT
20"xCONTx18" 07-0"
REINFORCEMENTID
(2) #5 CONT SOT
F2 SOG, MONO, EXT @ GARAGE
20"xCONTx18"
44"
(2) #5 CONT SOT W/ CURB
F3 SOG, MONO @ EXT WALL @ PORCH
24"xCONTx24"
0'-0..
(2) #5 CONT BOT/TOP
F4 SOG, MONO, @ PORCH
36"06x42"
-0'4"
(5) #5 CONT BOT/TOP
FS SOG, MONO, @ PORCH
18"xCONTx18"
-0'4"
(2) #5 CONT BOT/TOP
F6 SOG, MONO, INT @ GARAGE
8NCONTx8"
0'-0"
(1) #5
FOUNDATION NOTES:
-SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED
ON PLAN FOR CLARIFICATION.
-SEE FLOOR PLAN FOR DIMENSIONS
FOUNDATION KEYNOTES:
1. TYP FILLED CELL
L aLINTELAS PER WINDOW/DOOR
SCHEDULE
_ DOOR & WINDOW BUCKAS
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
TYP OPENING BUCK DETAIL
SCALE: 1"= 1' 0"
CAST-CRETE LINTEL DIAGRAM
F = FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY FOR
GRAVITY LOAD
U16-1 BM T
t
NOMINALWIDTH QUANTITY OF #5 FIELD
NOMINAL HEIGHT ADDED REBAR AT TOP OF
COMPOSITE U-LINTEL FOR
UPLIFT LOAD
#5 FIELD ADDED REBAR AT
TOP OF COMPOSITE
U - LINTEL MIN. (1) REQ'D
1-1/2" CLEAR
•/ FIELD PLACED C.M.U.
a i
,q oo GROUT
FIELD ADDED AT
BOTTOM OF U-UNTEL CAVITY 7S/8"ACTUAL BOTTOM REINFORCING
PROVIDED IN U. LINTEL
8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
CONT BAR TO MATCH HORIZ OR CORNER
BARS W/ 25" LAP MIN
HORIZ BOND BEAM STEEL
6 6
I
ip!/ -, .'� . . III I Y .,p,O,ppo0:,•:,•:•
CORNER BAR W/ 25" LAP MIN I
TO MATCH HORIZ SIZE, O� I
6 I
HORIZ STEEL
°I. I
INTERSECTION- PLAN VIEW CORNER- PLAN VIEW
BOND BEAM/ LINTEL CONTINUITY DETAILS
SCALE:NTS
2x4 X BRACING @ 48" OC W/ (2) 12D EA END & TRUSS VERT
2x4 BLOCKING @ 48" OC
CONT 2x4 LATERAL B CING @ 48" OC, ATTACH J
TO EA TRUSS BC (IN LUDING END) W/ (2) 12D.
ATTACH TO ND TRUSS BC W/ S. H2.5
8'
24" OUTLOOKERS @ 24" OC, ATTACH TO DROP
TRUSS W/ S. H2A, (2)12D NAIL END TO TC
1L MATCH TYP SOFFIT FASCIA UNO
STUCCO OVER WRB OVER 1/2" COX PLY
GABLE END TRUSS BY MFR
2x4'L' STIFFENER AS REQ BR MFR.
ATTACH TO END TRUSS VERTS W/ 1OD @
6" OC UNO.
TRUSS VERT TO END WALL W/ S. HETA20 OR
HGAM10 @ 32" OC FOR MASONRY/CONC. FOR
FRAME WALL USE S. HGA10 @ 24" OC.
END WALL
GABLE END WALL BRACING DETAIL
SCALE: NTS
CONNECTION (CXN) SCHEDULE
TRUSS ACTUAL ACTUAL
CONNECTED ELEMENTS
All truss to bond beam
REACTION.
UPLIFT
GRAVITY
CONNECTOR ID
locations uno
it.
CO-1
All truss to wood brg wall
locations uno
truss
CO-6
valley truss to ea supporting
truss
truss
CO-4 or CO-5
A32G
truss
I
I CO-3
B1GE
I
truss
CO-7
C7G
110
truss
CO-3 and CO-8
C7G
118
Itruss
1
1 CO-9
1. Connector ID references the connector (CO) 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.
CONNECTOR [CO) SCHEDULE
ALLOW ALLOW
ID CONNECTED ELEMENTS UPLIFT GRAVITY CITY MFR MODEL
CO-1 see CXN sched 1810 1 Simpson HETA 20 To truss w/ (9) 10d x 1.5"
CO-2
see CXN sched
2035
2
Simpson
HETA 20
To single ply truss w/ (10) 10d x 1.5"
CO-3
see CXN sched
2500
2
Simpson
HETA 20
To multi ply truss w/ (12) 16d
To conc w (4) .25" x 2.25" tapcon. To truss w HSTM
CO-4
missed or misplaced co-1
1175
1
Simpson
HTSM20
20.
To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM
CO-5
missed or misplaced co-1
2350
2
Simpson
HTSM20
20.
To valley truss be w/ (3) 10d x 1.5". To supporting
CO-4
see CXN sched
370
1
Simpson
VTCR
truss tc w/ (4) 10d.
To valley truss be w (4) 10d x 1.5". To supporting
CO-5
see CXN sched
500
1
Simpson
MST12
truss tc w/ (4) 10d x 1.5.
To 2-ply truss w/ (22) 10d nails. To conc w/ 5/8" TR
CO-6
see CXN sched
3965
1
Simpson
MGT
epoxied 12" into bond beam.
To 2-ply truss w/ (22) 10d nails. To conc w/ 5/8" TR
CO-7
see CXN sched
7930
2
Simpson
IMGT
epoxied 12" into bond beam.
To truss w (26) 10d. To conc w (2) 3 4" TR epoxied
CO-8
see CXN sched
9400
2
Simpson
FGTR
12" into bond beam.
To truss w/ (36) .25" x 3" SDS. To conc w/ (4) .5" x 5"
CO-9
see CXN sched
9400
2
Simpson
HGT
Titen HD
1. Referto connection CXN schedule forconnector locations.
2. 'CITY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, refer to drawings.
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FOUNDATION PLAN
SCALE: 1/4"= V-0"
10/15/2020
DocuSign Envelope ID: 913B3EBD-B07B-4751-8AED-7AC11E5C84D5
LEFT ELEVATION
SCALE: 3/16"= V-0"
RIGHT ELEVATION
SCALE: 3/16"= V-0"
MEN son
■■■ ■■■MEN loom
=
11
_—
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ME
L HARDI SIDING FRONT ONLY- STUCCO ELSWHERE L MORTARED STONE VENEER
FRONT ELEVATION
SCALE: 3/16"= V-0"
W RB
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4"x4" MIN .024" ALUM OR CU L
SL FLASHING
ROOFF COVECOVERING
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REAR ELEVATION
SCALE: 3/16"= V-0"
DocuSign Envelope ID: 913B3EBD-BO7B-4751-8AED-7AC11E5C84D5
ELECT PLAN NOTES:
1. SEE GENERAL NOTES 27 ON GN-1.
2. GFI PER PLAN & GEN NOTE 27.4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER,
DISHWASHER, GARAGE DOOR OPENER.
3. PROVIDE DISCONNECTS FOR WATER HEATER, CU, AHU L11
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 BY LISTED
ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF
THE BRANCH CIRCUIT (NEC 210.12(B)).
■------------
L1---------L1---------- L1 ------------- L1
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---------------------------
- - - - - - - - - - ' I
KITCHEN L1_
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L1 L1 L2--------- L2 L2 w
, E1 E1 w
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L11 w E4 ,' L YARD _T_ "JE4
L1 _ L2 L1
----
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ELECT PLAN
SCALE: 3/16"= V-0"
ELECT PLAN LEGEND
E1 120V DUPLEX RECEPTACLE
E2 120V GFCI DUPLEX RECEPTACLE
E3 120V RECEPTACLE recessed for tv, w/ tv cable
E4 120V GFCI DUPLEX RECEPTACLE- @ soffit
E5 120V GFCI DUPLEX RECEPTACLE w/ water protected box
E6 240V RECEPTACLE- gene backfeed w/ panel lockout
E7 120V RECEPTACLE -Floor fv w/owner
E- ELECTRIC 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 EXTERIOR WALL SCONCE
L10 WALL MOUNT READING LIGHT
L11 EXTERIOR MOTION DETECTOR LIGHT W/ CAMERA
L12 RECESSED CAN LIGHT- wet location
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
SO SMOKE/1002 DETECTOR- interconnected, hardwired w/battery
TV TELEVISION CABLE
NEW METER
M
¢m rv
mUN
GEC TO CWP, UFER,
NEW
UNDERGROUND
WIRE SIZE BY ELECTRICAL
CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
Electric Load Calculation
MD
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PANEL B
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KITCHEN L1
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220.12 General Lighting Load
3 va/fl2 of floor area, including unused space adoptable for future use.
Floor Area = 2813 fir 8,439 v
Basement Floor Area= ft2
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=O`1500 va = 3,000 va
220.52e) Laundry Load
# of Laundry Branch Circuits=O1.1500 va = 1.500 va
Total General Lighting & Appliance Loatl= 12,939 va
220.42 Lighting Load Feeder Demand Factors
First 3000 or less at i00% 3,000 va
From 3001 to 12o,000 at 35% 3,479 ve
Rema index over 120,000 at 25%
Total Lighting Demand Load= 6,479 va
220.54 Electric Clothes Dryers
Qty 1 El..Me Dryer#1 5.00 kw 5,000 w
Qty 0 Flectre Dryer#2 kw
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
City! 11 Electric Cordon Nameplate 8.00 kw
city o Wall Oven Nameplate 8.00 kw
Qty0 kw
Electric Cooking Demand Load= 6,400 w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat #1 10.0 kw AC#a/Geo i6 SEER 5 Ton 5.7 love
Fixed Electric Space Heat #z kw AC#z/Geo love
Fixed Electric Space Heat #3 kw AC#3/Geo kva
Fixed Electric Space Heat#4 kw AC#4/Geo we
Fixed Electric Space Heat#5 kw AC#5/Geo We
Total Heat & AC Load = 15,716 va
220.14 Appliance load. -Dwelling Units
City Description va(watts) aty Description -(watt.)
1 Water Healer 300 0
1 Dishwasher 1,2o0 0
1 Refrigerator 1,440 0
1 Microwave I,sap 0
a D
0 0
0 0
Total Connected Appliance Load = 4,520 va
220.53 Appliance load. -Dwelling Units Total Appliance Demand Load = 3,390 va
220.50 Motor Loads @120 Volts
City Description va(watts) Qty Description va(watts)
2 3/4hp,%.[/Spa Pump 563 0
D
21/2hpGar/DoorOpener 375 0
o - o
Total Motor Load = 2,251 v
430.24 Several Motors or a Motor(s) and Other Load(s) 25% of Largest Motor Load = 141 v
Total Motor Demand Load = 2,392 va
TOTAL CALCULATED DEMAND LOAD in Voltamperes = 39,377 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 164 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 200 AMPS DICE SIZE REQUESTED = 200 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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ATTIC VENTILATION CALC
MIN CITY OF
ATTIC k
REAR PORCH
AREA RATIO AREA REQ SOFFIT
496 SF 150 476 SI 1 41 51 LF1 13 LF
FRONT PORCH
267 SFJ
1501 256SIl 31 44 LF1 15 LF
GARAGE
941 SF
1 1501 903511 81 66 LF1 8 LF
PRODUCT APPROVAL AFFIDAVIT
GLASS
ITEM TYPE ID1 BUILDING DP�
DOOR OVERHEAD ALL
PRODUCT .•
36,42
TYPE,
N/A
MFR MODEL
Clopay any
FL 16546.4
DOOR
D. SWING, GLAZED
ALL
50,-50
IMPACT
Plastpro
any
FL 17184.2
DOOR
D. SWING, GLAZED
ALL
50,-50
IMPACT
Therma Tru
L
FL 20468.12
DOOR
SGD
ALL
46,-60
IMPACT
PGT
SGD-770
NOA 19-1126.03
WINDOW
S. HUNG
ALL
65,-70
IMPACT
PGT
SH-5500
NOA 20-0401.03
WINDOW
FIXED
ALL
50,-50
IMPACT
PGT
PW-5520
NOA 19-1126.10
WINDOW
MULLION
ALL
79.6
N/A
PGT
1.25"x3.25"x.100"
NOA 17-0630.01
-34.11 field, -
-117.7 field, -
screw @ 12" oc trans, 16" oc
ROOFING
METAL
ALL
83.9 edge
117.5 edge
N/A
Dynamic Metals
l5v crimp
FL 27499.17
longitudial/ 4" end
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 lass a is not specified more than'im act' may use an of the im act
g type P P Y Y P
lass type in the install
g YP
instructions to achieve the stated building design pressures.
g g
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. I 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.
PLUMBING DIAGRAM
SCALE: 1/8"= 1'-0"
PLUMBING DIAGRAM NOTES:
1. AIR ADMITANCE VALVES (AAV) MAYBE USED IN LIEU OF VTR AS LONG AS ONE 2" VTR REMAINS.
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9/14/20
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9/14/2020
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DocuSign Envelope ID: 913B3EBD-B07B-4751-8AED-7ACllE5C84D5
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 160mph (ult), risk cat 2, exp C, wind borne debri region, .18 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)
ROOF DEAD LOAD
7 PSF TC (shingles, metal, modified bitumen)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
(SEE DRAWINGS)
FLOOR DEAD LOADS
15 PSF TC 5 PSF BC
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
I/VINU I'KtbbUKtb (asa
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA (SF)
160
1
10.0
20.5
-32.3
Roof 7
1
20.0
18.7
-31.0
1
50.0
16.4
-29.7
1
100.0
14.4
-28.4
2
10.0
20.5
-56.8
>
27
2
20.0
18.7
-51.6
t0
degrees
2
50.0
16.4
-45.2
2
100.0
14.4
-41.3
3
10.0
I 20.5
-83.9
3
20.0
18.7
-77.4
3
50.0
16.4
-71.0
3
100.0
14.4
-65.8
1
10.0
32.6
-34.8
1
20.0
31.7
-33.5
1
50.0
30.4
-31.0
1
100.0
29.5
-28.4
Roof 27
2
10.0
32.6
-41.3
>
45
2
20.0
31.7
-38.7
to
2
50.0
30.4
-37.4
degrees
2
100.0
29.5
-34.8
3
10.0
32.6
-41.3
3
20.0
31.7
-38.7
3
50.0
30.4
-37.4
3
100.0
29.5
-34.8
4
10.0
35.7
-38.7
4
20.0
34.1
-36.1
4
50.0
31.9
-34.8
4
100.0
30.3
-32.3
Wall
4
500.0
1 26.6
-28.4
5
10.0
35.7
-47.7
5
20.0
34.1
-43.9
5
50.0
31.9
-40.0
5
100.0
30.3
-36.1
5
500.0
26.6
-28.4
Garage
I 9'x7'
31.3
-35.5
Door
I 16'x7'
I
1 30.1
1 -33.5
1.29 adjustment factor used
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^ nOO10510'T-GABLE ROOFS
WALLS 0 s 10'
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e
,
10" < O < 45'
GABLE ROOFS
10'<0s45"
Note: a = 4 feet in all cases.
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HIP ROOFS
10'<0530'
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
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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
9 PY 9 91 P 1 PY 9 9
codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following:
2017 FBC: RESIDENTIAL, 6th ad
2017 FBC: ENERGY CONSERVATION, 6th ad
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 BY ARCHITECT 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 INA CONTRACTUAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY 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 FARAS IT AFFECTS THE TRADES. ALL TRADES SHALL
INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT,
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
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 BY ARCHITECT. IF DRAWINGS HAVE 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
BY ARCHITECT.
S. 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. CONTACTALLAFFECTED 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 MAYBE "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. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR
WORK TO EXISITING BUILDINGS.
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 MAYBE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAYBE 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 I SHOP DRAWINGS:
13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALSARE 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 AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSESrrECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
DOCUMENTS.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BY ARCHITECT 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 VERIFYALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATA MUST 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 UNO
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO
-FOOTINGS AND 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 HAVE SLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVE MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI 318-14, ACI-315
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 MANUALAND 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 BY AC1318:
-CONCRETE CASTAGAINSTAND 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 THAT THE 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. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS ATCORNERS, 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. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13, "BUILDING CODE REQ FOR
MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES".
16.2. MASONRY STRENGTH (fm DESIGN) UNO:
-BLOCK STRENGTH = 1900, ASTM C90
-MORTAR STRENGTH = 1800, TYPE S
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVE SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN
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 ATCONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND 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 TOPAND 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 LOCATIONSAND 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 17.2 BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 121. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/-AS LONG AS
MIN BRG IS MET. DOORANINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT 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 UNO.
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 1 0/1 0 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 UNO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. SUGGESTION TO PROVIDE A4-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 AWAY FROM BLDG MIN 1/8"/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.
17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10'. 4:1 SLOPE MAX.
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 IN ACCORDANCE WITH AWS D1.1
"STRUCTURAL WELDING CODE". USE E70XX ELECTRODES UNO.
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. ALLANCHOR 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 BYA HVAC LICENSED CONTRACTOR. 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.
-2xl2- 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.:
-FABRICATOR TO 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 LUMBERAND "I" JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACHTO CONC
WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON @ 32"
OC/8" ENDS.
21.8. ALL WOOD NAILING AS PER FBC R 602.3 UNO.
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" PLYWOODAND 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 @ 10' 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. FABRICATOR TO 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 MAY BE SUBSTITUTED WITH CONNECTORS WITH z THE DOCUMENTED UPLIFT
VALUE IS t SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
NOT SPLIT WOOD, USE MINIMUM NAIL CITY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EITHER UNLESS SPECIFIED BY ARCHITECT.
26. EXTERIOR 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"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"/4" 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 5 0.4, SHGC s 0.25
26.9. SIZES ARE NOMINAL AND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED.
27. ELECTRICAL & LIGHTING NOTES
27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR. 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. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA.
28. PLUMBING:
28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BY LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO
VERIFY.
28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC EXACT LAYOUT/SIZING SHALL BE BY LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
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
ABBREVIATIONS:
AS ANCHOR BOLT
A/C AIRCONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICALTILE
B.M. BENCH MARK
BM BEAM
BC BOTTOM CHORD
BILK BLOCK
BO BY OWNER
BOTT BOTTOM
BP BOTTOM PLATE
CJ CONTROL CONSTRUCTION JOINT
CL CENTER LINE
CLG CEILING
CLR CLEAR
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)
DF DRINKING FOUNTAIN
DIA DIAMETER
DIM DIMENSION
DISP DISPOSAL
DIN DOWN
DR DRYER
DTL DETAIL
DW DRIVEWAY
'E'
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
ELEV
ELEVATOR OR ELEVATION
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
FIE
FIRE EXTINGUISHER
FF
FINISH FLOOR
FIN
FINISH
FLR
FLOOR
FP
FIRE PROTECTION
EPS
EXPANDED POLYSTYRENE
FTG
FOOTING
FT
FOOT (OR FEET)
GALV GALVANIZED
GFI GROUND FAULT INDICATOR
GSF GROSS SQUARE FEET
GWH GAS WATER HEATER
GWB GYPSUM WALLBOARD
HB HOSE BIB
HC HOLLOW CORE
HDG HOT DIPPED GALVANIZED
HORIZ HORIZONTAL
HW HOT WATER
HWH HOT WATER HEATER
IN INCH
INT INTERIOR
JT JOINT
MAX MAXIMUM
MEP MECH/ELECT/PLUMB
MFR MANUFACTURER
MIN MINIMUM
MO MASONRY OPENING
MW MICROWAVE
NIC NOT IN CONTRACT
NTS NOT TO SCALE
NSF NET SQUARE FEET
33.
MISC:
L-1
LINTEL #1
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
LF
LINEAL FOOT
CA
OVERALL
33.4.
MEP SYSTEMS 1'+ BFE, AS PER FBC R322.1.6.
OC
ON CENTER
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
OAS
OR APPROVED SIMILAR
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.
pL
PROPERTY LINE OR PLATE
33..
y
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC uREVIEWED
EVIEWED FOR COD
PLYWOOD
PRESSURE TREATED
33.8.
33.9.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
PROVIDE DRAFT STGPPIP!� P� FORM OF WPUY GR GWB TO FLOOR GEILING 4,GSF:MBLIES GRF=,',TF=
PVC
POLYVINYL CHLORIDE
2 IE
COMPLIANCE ST.
LUCAE
RADIUS
34.
FINISHES:
R/A
RETURNAIR
34.1.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE A RCB
GWB: MOISTURE RESISTANT GWB @ALL WET AREAS, CEMENT BOARD INSfC51' IISiI- WWF A�fM f$r� C C RCC
1 v
REINFORCED CONCRETE BEAM
REINFORCED CONCRETE COLUMN
SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
RD
ROOF DRAIN
PER FBC R302.6. SEE DOOR GEN NOTE 26.6. �pprrmm��}} nnii ((��F ((��((��ia
ZIRF19-R USE
REF
REINF
REFRIGERATOR
REINFORCING
34.2.
EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR XTERIOR&LII MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
REQ
REQUIRED
W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOO yeO O HAVE
�7 ��g�� ate-
RIGHT-OF-WAY
1 �/1 5/2�
VINYL CONTROL JOINT IN STUCCO. '
ROOF TOP UNIT
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.
S.
SIMPSON (MFR)
SBS
STYRENE BUTADIENE STYRENE
SEL
SITE ELEVATION
SF SQUAREFOOT
SIM SIMILAR
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
VERT VERTICAL
VTR VENT THRU ROOF
W/ WITH
WA WASHERMACHINE
WP WATERPROOF
WD WOOD
WWF WELDED WIRE FABRIC/MESH
# POUND OR NUMBER
10/15/2020
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general notes
9/14/20
SHEET
GN-1
Docueipned by:
E
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E935FAF30E92488...
9/14/2020
" .OF. F- O
�P' !p
G:.11 XA S P. L '54�'.9
A _*_ P.
AR97108 'h
DocuSign Envelope ID: 913B3EBD-B07B-4751-8AED-7AC11E5C84D5
CAUTION!!!
22-00-00
33-04-00
84-04-00
29-00-00
REVIEWED FOR CODE
COMPLIANCE ST. LUCIE
COUNTY BOCC
Permit: 2010-0014
By: Joseph Fersch Date: 10/15/2020
VERIFY ALL DIMENSIONS AND CEILING CONDITIONS PRIOR TO APPROVAL
SOME CEILING FRAMING REQUIRED IN FIELD BY BUILDER
4-00-00 9-08-00 8-00-00 33-04-00 8-00-00 9-08-00 8-04-00 3-04-00
MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID WIND ASCE7.10
ENCLOSED
EXPOSURE CATEGORY C
84-04-00 OCCUPANCY CATEGORY II
WIND LOAD 160 MPH
WIND IMPORTANCE FACTOR 1.00
TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD
NONCONCURRENT WITH ANY OTHER LIVE LOADS
ROOF LOADING
TCLL:
20
PSF
TCDL:
7
PSF
BCDL:
10
PSF
TOTAL:
37
PSF
DURATION:
1.25
FLOOR LOADING
TCLL:
- PSF
TCDL:
PSF
BCDL:
PSF
TOTAL:
PSF
DURATION: -
12
61
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI-131 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS
WARNING
Backcharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 48
Hours And Investigation By
Builders First Source.
NO EXECPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
ROOF PITCH: 6/12
CEILING PITCH: -
TOP CHORD SIZE: 2 X 4
BOTTOM CHORD SIZE: 2 X 4
OVERHANG LENGTH: -
END CUT: Square
CANTILEVER: 24"
TRUSS SPACING: 24"
BUILDING CODE: FBC2017
BEARING HEIGHT SCHEDULE
Hatch Legend I
J VAULTED CLG.
12" RECESS
�8' - 0" A.F.F.
BUILDER:
JESSICA QUINTEROS
PROJECT:
Single Family
MODEL:
QUINTEROS
RESIDENCE
ADDRESS:
4637 S HEADER CANAL RD
LOT / BLOCK:
-
SUBDIVISION:
-
CITY:
FORT PIERCE
DRAWN BY:
AV
JOB # :
2391549
DATE: 8/20/2020
SCALE:
NTS
PLAN DATE: 2020
/ REVISIONS:
4-03 1 .
� 1
2-00-00 2.
TYPICAL END 3.
DETAIL 4.
IMPORTANT
This Drawing Must Be Approved And
Returned Before Fabrication Will
Begin. For Your Protection Check All
Dimensions And Conditions Prior To
Approval Of Plan.
SIGNATURE BELOW INDICATES ALL
NOTES AND DIMENSIONS HAVE
BEEN ACCEPTED.
By Date
ftFA
d by:
0/ 0 2d8 O 2400
k'lBuilders
FirstSource
4408 Airport Road
Plant City, FL 33563
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Fax (813) 305-1301