HomeMy WebLinkAboutBUILDING PLANDocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
HB
N
WALL LEGEND
ID
DESCRPTION
SPECS
THICKNESS
ON FLOOR
PLAN
REINFORCED CMU WALL
W/ FINISHES
SEE TYP WALL SECTION
9"
REINFORCED CMU WALL
WO/ INT FINISH
SEE TYP WALL SECTION
8^
REINFORCED CMU COLUMN
SEE FLOOR PLAN
VARIES
NON LOAD BEARING INT WALL
SEE PROJECT SPECS ON A-1
4.5"
LOAD BEARING 2x4 WALL
NONE PRESENT
4.5"
rL_VVm PL_HLV
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
1. 22"x30" RO MIN ATTIC ACCESS
2.
3. TYP REAR/SIDE PORCH BEAM- CASTCRETE 8F16-1B/2T. 10' TOB.
4. TYP FRONT PORCH BEAM- CASTCRETE 8F20-1B/2T. 12' TOB.
5. TYP PORCH COLUMN- 12"x12"x8" CMU, 4 #5 VERT, #3 TIE @ 16" OC.
6. STAIR HANDRAIL PER FBC-R 311.7.8.2, PORCH GURADRAIL PER FBC-R 312
7. COLUMN- 8"x16" RCC, 4 #5 VERT, #3 TIE @ 8" OC.
PROJECT SPECS:
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, RAILINGS
SHEET INDEX
A-1
floor plan
A-2
foundation plan
A-3
elevs
A-4
elect, plumb
A-5
HVAC
GN-1
general notes
PROJECT DESCRIPTION
NEW 1 STORY SF RESIDENCE.
ZONING INFORMATION:
parcel id: 2214-501-0004-000-9
AG-5 (St Lucie County)
flood zone: X
UTILITY INFORMATION:
gas: n/a
sewage: septic
potable water: well
AREA CALCULATIONS:
conditioned living area
3,337 sf
garage
914 sf
covered rear porch
742 sf
covered side porch
139 sf
covered front porch
303 sf
total building area
5,435 sf
conditioned volume
34,327 cf
ID
D1
PRESSURESACTUAL D.
38.4,41.8
6-0
DOOR/
8-0
LINTEL SCHEDULE
DESCRIPTION
CC 8F8-1B D. SWING, GLAZED
D2
34.1,-37.9
9-0
10-0
CC 8F24-113/1T
SECTIONAL OVERHEAD
D3
34.1,-37.9
9-0
10-0
CC 8F24-1B/1T
SECTIONAL OVERHEAD
D4
34.1,-37.9
9-0
10-0
CC 8F24-1B/1T
SECTIONAL OVERHEAD
D5
38.4,-41.8
2-6
8-0
CC 8RF22-1B/1T
S. SWING, UNGLAZED
D6
38.4,-41.8
6-0
8-0
CC 8RF22-16/1T
D. SWING, GLAZED
D7
38.4,-41.8
16-0
8-0
CC 8F24-1B/2T
4 PANEL SGD
SEE GEN NOTE 26. CC: CAST CRETE.
WINDOW/
ACTUAL D.
ID PRESSURES W H
W1 40.2,-43.6 3-0 6-0
LINTEL
8-0
LINTEL SCHEDULE
LINTEL TYPE NOTES
CC 8F24-1B/1T S.HUNG EGRESS
W2
40.2,-43.6
(2) 3-0
6-0
8-0
CC 8F24-113/1T
(2) S. HUNG
W3
40.2,-43.6
(2) 3-0
6-0
8-0
CC 8F24-113/1T
(2) S. HUNG
W4
40.2,-43.6
3-0
4-0
8-0
CC 8F24-113/1T
CASEMENT
W5
40.2,-43.6
2-4
6-0
7-4
CC 8F24-113/1T
S.HUNG
W6
40.2,-43.6
3-0
6-0
7-4
CC 8F24-113/1T
S.HUNG
W7
40.2,-43.6
2-4
6-0
7-4
CC 8F24-16/1T
S.HUNG
W8
40.2,-43.6
4-6
5-2
7-4
CC 8F24-113/1T
S.HUNG
W9
40.2,-43.6
4-6
5-2
7-4
CC 8F24-1B/1T
S.HUNG
W10
40.2,-43.6
6-0
6-0
8-0
CC 8F24-113/1T
H. SLIDER
MULLED FIXED BELOW
W10.1
40.2,-43.6
6-0
2-0
8-0
CC 8F24-16/1T
FIXED
W11
40.2,-43.6
6-0
6-0
8-0
CC 8F24-113/1T
H. SLIDER
MULLED FIXED BELOW
W11.1
40.2,-43.6
6-0
2-0
8-0
1 CC 8F24-1B/1T
FIXED
W12
40.2,-43.6
3-0
5-2
8-0
CC 8F24-113/1T
S.HUNG
EGRESS
W13
40.2,-43.6
2-8
5-2
8-0
CC 8F24-16/1T
S.HUNG
EGRESS
W14
40.2,-43.6
2-8
5-2
8-0
CC 8F24-113/1T
S.HUNG
W15
40.2,-43.6
4-0
5-2
8-0
CC 8F24-16/1T
S.HUNG
MULLED FIXED BELOW
W15.1
40.2,-43.6
4-0
2-10
8-0
CC 8F24-113/1T
FIXED
W16
40.2,-43.6
4-0
5-2
8-0
CC 8F24-16/1T
S.HUNG
MULLED FIXED BELOW
W16.1
40.2,-43.6
4-0
2-10
8-0
CC 8F24-113/1T
FIXED
W17
40.2,-43.6
3-0
5-2
8-0
CC 8F24-16/1T
S.HUNG
W18
40.2,-43.6
3-0
5-2
8-0
CC 8F24-113/1T
S.HUNG
W19
40.2,-43.6
3-0
5-2
8-0
j CC 8F24-1B/1T
S.HUNG
W20
40.2,-43.6
6-0
2-0
11-0
CC 8F12-1B HEAD
CC 8F8-1B SILL
FIXED
SEE GEN NOTE 26. CC: CAST CRETE.
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floor plan
3/28/20
SHEET
A-1
EDocuSigned by:
�V'a,In,�
E935FAF30E92486—
3/28/2021
OF FAO
�.eN0S P.
Il
AR97108
SCALE: 1/4"= V-0"
DocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
FOOTING
SCHEDULE
••
TYPE
SIZE (WxLxH)
HEIGHT
REINFORCEMENTID •
F1
STEM WALL
24"xCONTx12"
DETAIL
(3) #5 CONT BOT
(3) #5 CONT BOT, #5
F1.1
STEM WALL
32"xCONTx12"
DETAIL
TRANSV @ 24" OC SIM TO F1
F2
STEM WALL
24"KONTx24"
DETAIL
(3) #5 CONT BOT
F3
STEM WALL
24"xCONTx24"
DETAIL
(3) #5 CONT BOT
F4
SOG, MONO
20"xCONTx20"
DETAIL
(2) #5 CONT BOT
F5
ISOG, MONO
20"xCONTx20"
DETAIL
(2) #5 CONT BOT
ruw4w ► L iuim rL_iAim
i
0"
D p p p
p p p
—GO •p p °
p ° p
p p
STEM WALL PER
TYP WALL SECTION
F1 @ RECESS/SWR
F1 SEE TYP WALL SECTION
STEM WALL PER
WALL SECT
8" OVERPOUR W/ (1) #5 CONT
i �f24�
F2
.UMN BEYOND TO
,R ON FTG, NOT
OVERPOUR
SLOPE
CJ/EJ J
8" OVERPOUR W/ (1) #5 CONT
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STEM WALL PER TYP
WALL SECTION
p
° ° s
OPT CJ/EJ II
�I
F4
F5
1' MIN
UM
p
#4 @ EA NOSE p '
#4 @ 12" OC TRANS
° #4 @ 12" OC BOTT
2 END WALL OF STEPS: 6"
THICK W/ #4 @ 12" OC
TYP STAIR ON GRADE
HORIZ BOND BEAM STEEL
CONT BAR TO MATCH HORIZ OR CORNER
BARS W/ 25" LAP MIN
D
° p D
p ° p
p T p p
COURSE/STEEL QTY/SIZE PER SPECS, ° D
USE BEAM OR KNCKOUT BLOCK
p
p
p ° p
p p p p
CMU WALL
HORIZ BOND BEAM STEEL
SECTION ELEVATION CHANGE- ELEVATION VIEW
p I
• ° p ° ° O ° p p D q
° CORNER BAR W/ 25" LAP MIN d °°
TO MATCH HORIZ SIZE, QTY Ip
l°
HORIZ STEEL
INTERSECTION- PLAN VIEW CORNER- PLAN VIEW
BOND BEAM/ LINTEL CONTINUITY DETAILS
SCALE: NTS
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
U 16-1 BM T
NOMINAL WIDTH �
L QUANTITY OF #5 FIELD
REBAR AT TOP OF
NOMINAL HEIG2ADDED
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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BOTTOM REINFORCING
7-5/8" ACTUAL
YYY PROVIDED IN U-LINTEL
8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
LINTEL AS PER WINDOW/DOOR
SCHEDULE
D
p
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 p ° INT
p
p
p
TYP OPENING BUCK DETAIL
SCALE: 1 "= V-0"
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
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foundation plan
3/28/20
SHEET
A-2
DocuSigned by:
�V'aan,�
E935FAF3OE92486...
3/28/2021
OF FAO
C1S P. L/, e`&
AR97108
SCALE: 1/4"= V-0"
DocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
LEFT ELEVATION
SCALE: 3/16"= V-0"
CONNECTION (CXN) SCHEDULE
TRUSS ACTUAL
ACTUAL
CONNECTED ELEMENTS
All truss to bond beam
locations uno
REACTION•
UPLIFT
truss
GRAVITY
CONNECTOR•
CO-1
valley truss to ea supporting
truss
truss
CO-6 or CO-7
truss AG3
P
truss
CO-8
truss AG4
truss
C0-8
truss AG5
truss
CO-8
truss AG6
truss
CO-8
truss G2
M
truss
1
1 C0-8
truss G3
truss
I
CO-9
truss G6
truss
I
CO-10
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.
FRONT ELEVATION
SCALE: 3/16"= V-0"
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/ (10)
CO-4
missed or misplaced co-1
1175
1
Simpson
HTSM20
10d x 1.5"
To conc w/ (4) .25" x 2.25" tapcon. To truss w/ (10)
CO-5
missed or misplaced co-1
2350
2
Simpson
HTSM20
10d x 1.5"
To valley truss be w/ (3) 10d x 1.5". To supporting
CO-6
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-7
see CXN sched
500
1
Simpson
MST12
truss tc w/ (4) 10d x 1.5.
To truss w/ (22) 10d nails. To conc w/ 5/8" TR epoxied
CO-8
see CXN sched
3965
1
Simpson
MGT
12" into bond beam.
To truss w/ (16) 10d. To conc w/ (2) 3/4" TR epoxied
CO-9
see CXN sched
10980
1
Simpson
HGT2
12" into bond beam.
To truss w/ (16) 10d. To conc w/ (2) 3/4" TR epoxied
CO-10
see CXN sched
10530
1
Simpson
HGT3
12" into bond beam.
1. Refer to connection CXN schedule for connector locations.
2. 'QTY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, refer to drawings.
RIGHT ELEVATION
SCALE: 3/16"= V-0"
W RB
024" ALUM OR CU Z COUNTER FLASHING
4"x4" MIN .024" ALUM OR CU L
SIDEWALL FLASHING
ROOF COVERING
z
2
UNDERLAYMENT
ROOF SHEATHING
HEADWALL FLASHING DETAIL
$ 10'
WRB
024" ALUM OR CU Z COUNTER FLASHING
4'W" MIN .024" ALUM OR CU L
SIDEWALL FLASHING
UNDERLAYMENT
z
ROOF SHEATHING
SIDEWALL FLASHING DETAIL
-3'4" AVG GRADE
SLOPE PER ELEV
A. SHINGLES OVER PEEL/STICK OVER 5/8" CDX PLY OVER PE
WOOD ROOF TRUSS AS PER FRAMING PLAN.
PE TRUSS PER FRAMING PLANS -
INSULATION PER PROJECT SPECS
SEE FRAMING PLANS OR
CONNECTOR SCHEDULE
METAL DRIP OVER PT WOOD DRIP OVER
2x6 CEDAR FASCIA TO TRUSS ENDS W/ 2' 1
(2) #16d NAIL, 4" TRUSS HEEL
STUCCO & LATH PER GEN NOTE 34 OVER °
FRAMING W/ NO VENTS EXCEPT WHERE
SPECIFIED ON ATTIC VENT CALC.
LINTELS PER DOOR/WINDOW/LINTEL SCHEDULE
STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48"
OC- 1/2" OR 5/8" GWB OVER OVER 3/4" FURRING STRIP.
GARAGE WALLS TO BE UNINSULATED & UNFINISHED.
WALL REINF PER GEN NOTE 16.8. DOWELS
1L SEE BRG LEGEND
& ELEVATIONS
1/2" OR 5/8" GWB OVER WOOD PE TRUSS BC.
CONT CMU BOND BEAM TOP (2)
COURSES W/ #5 REBAR EA COURSE
PROJECT SPECS: A-1
GENERAL NOTES: GN-1
PER GEN NOTE 17.2
SOG/FILL/COMPCTION PER
FOUNDATON PLAN AND
8"x8" THICKNED EDGE W/ (1) CONT #5 GENERAL NOTES
0.
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v
STEM WALL: 8x8x16 CMU W/ #5 VERT t
REBAR @ 48" OC, FILL ALL CELLS
GRADE PER SITE PLAN
TYP WALL SECTION
SCALE: 1/2"= V-0"
°
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elevs
3/28/20
SHEET
A-3
DocuSigned by:
�V'aan,�
E935FAF3OE92486...
3/28/2021
OF FAO
0S, P. L/, e`&
AR97108
REAR ELEVATION
SCALE: 3/16"= V-0"
ROOF PLAN
SCALE:NTS
DocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
E5
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ELECT PLAN
SCALE: 3/16"= 1'-0"
ELECT PLAN LEGEND
E1 120V DUPLEX RECEPTACLE
E2 120V GFCI DUPLEX RECEPTACLE
E3 120V RECEPTACLE recessed for tv, w/ tv cable
E3.1 120V GFCI 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
L13 RECESSED CAN LIGHT- exterior soffit
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/CO2 DETECTOR- interconnected, hardwired w/battery
T\/ TCI C\/ICIOAI r AQI C
L13
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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
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 A LISTED
ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF
THE BRANCH CIRCUIT (NEC 210.12(B)).
NEW METER
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N U t U J N J
f6 co f0
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GEC TO CWP, LIFER,
INTERSYSTEM
NEW
UNDERGROUND
WIRE SIZE BY ELECTRICAL
CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
Electric Load Calculation
SD SD - /
220.12 General Lighting Load
3 va/fe of floor area, including unused space adaptable for future use.
Floor Area = 3337 ft2 10,011 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 = 1,500 va
Total General Lighting & Appliance Load= 14,511 va
220.42 Lighting Load Feeder Demand Factors
First 3000 or less at i00% 3,000 va
From 3001 to 220,000 at 35% 4,029 va
Remainder over 120,000 at 25% - va
Total Lighting Demand Load= 7,029 va
220.54 Electric Clothes Dryers
Qty 1 Electric Dryer #1 5 00 kw 5,000 w
Qty0 Electric D er #2 kw w
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
Qty kw
Qty kw
Qty kw
Electric Cooking Demand Load= 10,400 w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat #a 10.0 kw AC#i/Geo 16 SEER 3 Ton 3.6 kva
Fixed Electric Space Heat #2 10.0 kw AC#2/Geo 16 SEER 3 Ton 3.6 kva
Fixed Electric Space Heat #3 - kw AC#3/Geo - kva
Fixed Electric Space Heat #4 kw AC#4/Geo kva
Fixed Electric Space Heat #5 kw AC#5/Geo kva
Total Heat & AC Load = 27,240 va
220.14 Appliance load --Dwelling Units
Qty Description va(watts) Qty Description va(watts)
------------
1 Electric Cooktop Nameplate 8.00
1 Wall Oven Nameplate 8.00
o -
1 Water Heater 4,500
1 Dishwasher 1,200
1 Refrigerator 1,440
1 Microwave 1,580
0
0
0
0
0
0
0
0
o -
0
Total Connected Appliance Load = 8,720 va
220.53 Appliance load --Dwelling Units Total Appliance Demand Load = 6,540 va
220.50 Motor Loads @ 120 Volts
city Description va(watts) Qty Description va(watts)
2 3/4hpPool/Spa Pump 563
1 1/2hpGarbage Disposa 375
31/2hpGar/DoorOpener 375
o -
0
0
0
0
Total Motor Load = 2,626 va
430.24 Several Motors or a Motor(s) and Other Load(s) 25 % of Largest Motor Load = 141 va
Total Motor Demand Load = 2,767 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 58,975 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 246 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 400 AMPS ✓ICE SIZE REQUESTED = 400 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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1 Water Heater 4,500
1 Dishwasher 1,200
1 Refrigerator 1,440
1 Microwave 1,580
0
0
0
0
0
0
0
0
o -
0
Total Connected Appliance Load = 8,720 va
220.53 Appliance load --Dwelling Units Total Appliance Demand Load = 6,540 va
220.50 Motor Loads @ 120 Volts
city Description va(watts) Qty Description va(watts)
2 3/4hpPool/Spa Pump 563
1 1/2hpGarbage Disposa 375
31/2hpGar/DoorOpener 375
o -
0
0
0
0
Total Motor Load = 2,626 va
430.24 Several Motors or a Motor(s) and Other Load(s) 25 % of Largest Motor Load = 141 va
Total Motor Demand Load = 2,767 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 58,975 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 246 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 400 AMPS ✓ICE SIZE REQUESTED = 400 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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0
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Total Connected Appliance Load = 8,720 va
220.53 Appliance load --Dwelling Units Total Appliance Demand Load = 6,540 va
220.50 Motor Loads @ 120 Volts
city Description va(watts) Qty Description va(watts)
2 3/4hpPool/Spa Pump 563
1 1/2hpGarbage Disposa 375
31/2hpGar/DoorOpener 375
o -
0
0
0
0
Total Motor Load = 2,626 va
430.24 Several Motors or a Motor(s) and Other Load(s) 25 % of Largest Motor Load = 141 va
Total Motor Demand Load = 2,767 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 58,975 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 246 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 400 AMPS ✓ICE SIZE REQUESTED = 400 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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0
0
0
0
Total Motor Load = 2,626 va
430.24 Several Motors or a Motor(s) and Other Load(s) 25 % of Largest Motor Load = 141 va
Total Motor Demand Load = 2,767 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 58,975 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 246 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 400 AMPS ✓ICE SIZE REQUESTED = 400 amps
Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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APPROVAL AFFIDAVIT
DOOR OVERHEAD ALL 38,-44
N/A
Clopay
any
FL 16107.23
DOOR
S. SWING, GLAZED
ALL
66,-70
N/A
leldwen
any
FL 14569.E
DOOR
D. SWING, GLAZED
ALL
80,-80
IMPACT
ES Windows
EL 300
FL 22551.1
DOOR
SGD
ALL
65,-65
IMPACT
ES Windows
EL 400
NOA 200427.11
WINDOW
CASEMENT
ALL
85,-85
IMPACT
ES Windows
5000
NOA 200915.02
WINDOW
S.HUNG
ALL
60,-70
IMPACT
ES Windows
EL 100
FL 22250.1
WINDOW
H. SLIDER
ALL
65,-65
IMPACT
ES Windows
EL 200
NOA 201208.07
WINDOW
FIXED
ALL
60,-80
IMPACT
ES Windows
EL 150
FL 21461.1
WINDOW
MULLION
ALL
58.9
N/A
ES Windows
1x4 custom
NOA 201118.13
ROOFING
UNDERLAYMENT
ALL
N/A
N/A
Soprema
any
FL 2569.1
ROOFING
A. SHINGLES
ALL
N/A
N/A
Owens Corning
any
FL 10674.1
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. 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"
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SCALE: 1/4"= 1'-0"
DocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
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
WIND PRESSURES (asd
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA (SF)
170
Hip Roof
> 20 to 27
deg
1
10.0
30.1
-53.9
1
20.0
25.9
-47.7
1
50.0
20.5
-39.6
1
100.0
16.4
-33.4
2e, 2r, 3
10.0
30.1
-74.3
2e, 2r, 3
20.0
25.9
-66.4
2e, 2r, 3
50.0
20.5
-56.0
2e, 2r, 3
100.0
16.4
-48.1
Wall
4
10.0
40.2
-43.6
4
1 20.0
38.4
-41.8
4
50.0
36.0
-39.5
4
100.0
34.2
-37.7
4
500.0
30.1
-33.4
5
1 10.0
40.2
-53.9
5
20.0
38.4
-50.2
5
50.0
36.0
-45.5
5
100.0
34.2
-41.8
5
500.0
30.1
-33.4
Gara e
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Door
I 9 x7
1
35.6
1 -40.2
I 16'x7'
1
34.1
1 -37.9
1.29 adjustment factor used
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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
codes includingbut not limited to the most current editions as adopted b the state of Florida of the following:
p Y 9
-2020 FBC: RESIDENTIAL, 7th ed -2017 NATIONAL ELECTRIC CODE
-2020 FBC: ENERGY CONSERVATION, 7th ed -ASCE 7-16
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 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).
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 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
BY ARCHITECT.
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. 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 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 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 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 3000 PSI CONCRETE MIN LINO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LINO
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, 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 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 BYACI318:
-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 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 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. 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 (f'm DESIGN) UNO:
-BLOCK STRENGTH = 1900, ASTM C90
-MORTAR STRENGTH = 1800, TYPE S
-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 17.2 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 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 16.8ABOVE. 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 UNO. 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 1/8"/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 AWAY FROM 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 LINO.
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 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.
-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. LAMIN��/+,
LTA
FABRIGATORTO SUBMIT SHOR DRAWINGS AND GALGULATIONS FOR ALL ELEMENTS OVER SIGNATYREAND
SEAL OF FLORIDA ENGINEER (SPEGIAI TV ENGINEER)
AND INTERVALS FOR DEGK. (GONNEGTIONS FOR BEAM ENDS TO RESIST ROTAxIoN.)
21.5. GLUE LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR GOMBINATION 24F V4 AT SIMPLE SPANS AND
24F V8 AT GANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES� Fb - 2,409 PSI, Fv - 19042&k,
Fe (PERPENDIGULAR) - 650 PSI, E - 1,800,000 PSI, FABRIGATIGNAND HANDLING SHALL GONFORM TO THE
LATEST AMERIGAN INSTITUTE FOR TIMBER GONSTRYGTION (AITG) AND ASTM STANDARDS. BEAMS SH
BEAR AN APPROPRIATE GRADE STAMP GLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS GAMBER AND
TOLERANGE IS SPEGIFIGALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFAGTURED WITH
INDUSTRY STANDARD MINIMYM GAMBER OR YPWARD TO SPAN1200. EREGT WITH GROWN OR GAMBER YP.
IN HEADER GONDITIONS (BEAM BUILT INTO WALL) GRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
GAMBER. HEADER BEAMS MAY HAVE ZERO SPEGIALTY ENGINEER MAY SUBMIT GONNEGTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE PROVIDED GRIPPLE FRAMING ABOVE HEADER IS BUIL
WITL. MINIMUM GAMBER STATED ABC)VE21.6. LAMINATED LUMBER AND "I" jQISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANYFAGTlJRE
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/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. NAIL SPECS: ASTM F1667 RSRS-03 (21/2" x 0.131")
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:
ABBREVIATIONS:
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
AB
ANCHOR BOLT
FROM THE ENGINEER AND ARCHITECT.
A/C
AIR CONDITIONER
23.2.
FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING.
AHU
AIR HANDLING UNIT
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
23.4.
TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY HOWEVER THE SUPPORTING STRUCTURE HAS
B.M.
BENCH MARK
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
BM
BEAM
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE
BC
BOTTOM CHORD
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BILK
BLOCK
23.5.
ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
BO
BY OWNER
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO-
BOTT
BOTTOM
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
BP
BOTTOM PLATE
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
CJ
CONTROL (CONSTRUCTION) JOINT
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
CL
CENTER LINE
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
CLG
CEILING
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
CLR
CLEAR
23.7.
PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
CMU
CONCRETE MASONRY UNIT
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
CO
CONNECTOR
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
COL
COLUMN
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
CONC
CONCRETE
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CONT
CONTINUOUS
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
CU
CONDENSING UNIT OR COPPER
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CW
COLD WATER
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
CXN
CONNECTION
SEALED BYA REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
D
NAIL SIZE (PENNY)
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
DF
DRINKING FOUNTAIN
23.8.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DIA
DIAMETER
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DIM
DIMENSION
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
DISP
DISPOSAL
APPROVAL.
DIN
DOWN
DR
DRYER
24.
CONNECTORS/FASTENERS:
DTL
DETAIL
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
DW
DRIVEWAY
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2.
UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT
'E'
EXISTING
VALUE IS >_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
EA
EACH
LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
EJ
EXPANSION JOINT
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EL
BUILDING ELEVATION
EITHER UNLESS SPECIFIED BYARCHITECT.
ELECT
ELECTRICAL
ELEV
ELEVATOR OR ELEVATION
26.
EXTERIOR DOORS AND WINDOWS:
EW
EACH WAY
26.1.
INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
EWC
ELECTRIC WATER COOLER
SPECIFICATION/ PRODUCT APPROVAL.
EWH
ELECTRIC WATER HEATER
26.2.
PT 1x BUCK: ATTACH TO MASONRY/GONG W/ADHESIVE &RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
EXP
EXPOSED
HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
EXT
EXTERIOR
MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"A" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
EXTG
EXISTING
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
F1
FOOTING #1
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"
FA
FASTENER
TAPCONS STAG @ 24" OC.
FD
FIELD (FLOOR) DRAIN
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
FE
FIRE EXTINGUISHER
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
FF
FINISH FLOOR
26.5.
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
FIN
FINISH
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
FLR
FLOOR
PER FBC R 302.5.1.
FP
FIRE PROTECTION
26.7.
FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
EPS
EXPANDED POLYSTYRENE
26.8.
GLASS TO HAVE: LOW-E, U-FACTOR <- 0.4, SHGC <- 0.25
FTG
FOOTING
26.9.
SIZES ARE NOMINAL AND CAN VERY +/- 2" IN SIZE IF EGRESS IS NOT EFFECTED.
FT
FOOT (OR FEET)
27.
ELECTRICAL & LIGHTING NOTES
GALV
GALVANIZED
27.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
GFI
GROUND FAULT INDICATOR
EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR. IF LAYOUT/SIZING IS PROVIDED
GSF
GROSS SQUARE FEET
ELECTRICAL CONTRACTOR TO VERIFY.
GWH
GAS WATER HEATER
27.2.
ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
GWB
GYPSUM WALL BOARD
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.
HB
HOSE BIB
27.5.
ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
HC
HOLLOW CORE
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
HHDG DG
HOT DIPPED GALVANIZED
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
HORIZONTAL
27.8.
PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA.
HW
HOT WATER
HWH
HOT WATER HEATER
28.
PLUMBING:
28.1.
PLANS ARE SCHEMATIC. ACTUAL LOCATION MATERIAL AND SIZE OF PIPES DRAINS AND VENTS SHALL
IN
INCH
BE DETERMINED BY LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO
INT
INTERIOR
VERIFY.
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
JT
JOINT
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
MAX
MAXIMUM
MEP
MECH/ELECT/PLUMB
29.
ROOF PENETRATIONS:
MFR
MANUFACTURER
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
MIN
MINIMUM
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MO
MASONRY OPENING
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
MW
MICROWAVE
ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
NIC
NOT IN CONTRACT
31.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
NTS
NOT TO SCALE
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
NSF
NET SQUARE FEET
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
L-1
LINTEL #1
31.4.
WALL/CLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450
LF
LINEAL FOOT
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
OA
OVERALL
32.1.
WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
OC
ON CENTER
OAS
OR APPROVED SIMILAR
33.
MISC:
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
PL
PROPERTY LINE OR PLATE
33.2.
GUARDRAILS AS PER FBC R312.
PLY
PLYWOOD
33.3.
STAIRWAYAS PER FBC R311.7.
PT
PRESSURE TREATED
33.4.
MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
PVC
POLYVINYL CHLORIDE
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.
R
RADIUS
33.6.
CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
R/A
RETURN AIR
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
RCB
REINFORCED CONCRETE BEAM
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
RCC
REINFORCED CONCRETE COLUMN
33.9.
PROVIDE DRAFT STOPPING IN THE FORM OF I%" PLY OR GWB TO FLOOR GEILING ASSEMBLIES GREATER
RD
ROOF DRAIN
THAN 1,000SF AS PER FBG R302 12
REF
REFRIGERATOR
REINF
REINFORCING
34.
FINISHES:
REQ
REQUIRED
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
R/W
RIGHT-OF-WAY
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE. GARAGE
RTU
ROOF TOP UNIT
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.
S.
SIMPSON (MFR)
34.2.
EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
SIBS
STYRENE BUTADIENE STYRENE
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
SEL
SITE ELEVATION
W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE A
SF
SQUARE FOOT
VINYL CONTROL JOINT IN STUCCO.
SIM
SIMILAR
34.3.
EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
SK
SINK
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
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
LINO
UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VERT VERTICAL
VTR VENT THRU ROOF
W/
WITH
WA
WASHER MACHINE
WP
WATER PROOF
WD
WOOD
WWF
WELDED WIRE FABRIC/MESH
# POUND OR NUMBER
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general notes
3/28/20
SHEET
GN-1
DocuSigned by:
vaan Ut,l�l.w
E935FAF3OE92486_
3/28/2021
F
rr� O FAOR
!O
S P. L/Fe9 `:,\A �
.:-*- :.
AR97108 ,
DocuSign Envelope ID: 92EDA28E-CB24-4D08-A531-C8E6A6818852
VERIFY ALL DIM ' s., WALL & COL. HGT ' s. , GIRDER , CLG. COFFER CLG. & COL. LOCATIONS, END DETAIL , PITCH, FASCIA , O. H & CANT. DIM. ' s SOME DOWN FRAMING REQ. BY BLDR. @a DROP CLG. , CLG. CHANGE & COFFER CLG. AREAS
N
5-1Z2"
37'
12'8"
24'4"
93'
20'4"
17'4"
12'
12'
14' 10" 7' —{ 14' 10" I
I
12'8" 5'6" I 10'8" 5'6" 7'4" 36'8" 14'8"
I
93
36'8"
A37
12
5
5-1T2" 1L
N
35' -
T A11
'2-7/8"
5-1/2"
0
12
5
BEAM SCHEDULE
10,0"
TYPICAL_ CERNER SET
APPROVED TRUSS ANCHOR BY BUILDER
2x4 MINIMUM TOP AND BOTTOM CHORDS
PLUMB CUT CANTLIVER
12
5
�-21011
---2x4 --- _
HEEL
1-9 1.5
UNLESS NOTED
OTHERWISE BRG
a 0
12
TYPICAL,- TRUSS END
N I I
1-6-1 21'8"
A4
1'2-7/8"
i
OO
Q
J
0
O
CL
Q
W
O
U
Q
W
LU
1--Z
Q
0
Z
LU
OO
4
W
�D
U
U
Q
m
W
m
O
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ti
O
Q
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ti
m
m
J
J
W
W
O
Q
J
0
CL
i
O
LU
Q
W
CK-
INDICATES LEFT END OF TRUSS
WHEN REVIEWING ENGINEERING SHEETS
THIS WILL BE THE LEFT SIDE OF THE PAGE
DESIGN CRITERIA
FBC 7th Ed. 2020 Res. ASCE 7-16
MWFRS
EXP, WIND SPEED CATEGORY
C 170 Residential - CAT II
DESIGN LOAD
R❑❑F(PSF)
FL❑❑RCPSF>
T.0 LL
20
T.0 LL
T.0 DL
10
T.0 DL
B.0 LL
0
B.0 LL
B.0 DL
10
B.0 DL
TOTAL LOAD
40
TOTAL LOAD
10 PSF N❑N—C❑NC, LOAD AT B.0
HANGER ID
CONN.
ROOF
FLOOR
UPLIFT
GIRDER
TRUSS
A
THD26
2X6
3060
2645
2265
18-16d
12-10dx11/2
B
THD28
2X8
4485
4115
2330
28-16d
16-10xd11/2
C
THD26-2
2X6
3355
2770
2340
18-16d
12-10d
D
THDH-26-2
2x6
5245
4375
2340
20-16d
8-16d
E
THDH26-3
2X6
5245
4375
2340
20-16d
8-16d
F
THD28-2
2X8
5005
4310
2595
28-16d
16-10d
G
THDH28-2
2x8
8025
7360
3330
36-16d
10-16d
H
THDH28-3
2X8
7835
7595
4370
36-16d
12-16d
I
THD46
2X6
3175
2540
2285
18-16d
12-10d
J
HJC26
2X6
3490
-----
2135
16-16d
5-10d
K
SKHH46L/R
2x6
2100
1680
1345
12-16d
6-16d
L
SKHH26L/R
2x6
1890
1510
2190
18-16d
12-10dx11/2
M
SKHH26L-2/R-2
2x6
2100
1680
895
12-16d
4-16dx2 1/2"
N
0
0
GTWS2T
2X8
10900
8720
8345
22-WS3
16-WS3
P
GTWS3T
2X8
1247011100
12490
28-WS3
24-WS3
Q
GTWS4T
2X8
1247011100
12490
28-WS3
24-WS3
R
OR EQUAL
BY
BYOBLDR.
-----
1545
Talcon
9-10d
S
x
Y
Z CONN. BY BLD
TRUSS TO TRUSS CONNECTIONS THAT EXCEED THE CAPACITY OF A
STANDARD HANGER ARE THE RESPONSIBILITY OF THE BUILDER
HANDLING AND ERECTION
CARELESS HANDLING OF TRUSS(ES) SHALL NOT BE PERMITTED. TEMPORARY
AND PERMANENT BRACING FOR HOLDING TRUSS(ES) PLUMB AND FOR
RESISTING LATERAL FORCES SHALL BE DESIGNED AND INSTALLED BY
OTHERS. NO LOADS OTHER THAN THE ERECTORS, ARE TO BE APPLIED TO
TRUSS(ES) UNTIL AFTER ALL BRACING AND FASTENINGS ARE COMPLETED.AT
NO TIME SHALL CONCENTRATED LOADS GREATER THAN DESIGN LOADS BE
APPLIED TO TRUSS(ES).
SIGNATURE BELOW, VERIFIES THAT THE EOR, OR RESPONSIBLE PARTY, HAS
BEEN GIVEN A COPY OF THIS TRUSS REPLACEMENT PLAN WITH TRUSS
ENGINEERING, FOR REVIEW AND COMMENT, FURTHER, THAT THESE
DOCUMENT ARE IN CONFORMANCE WITH BEARING CONDITIONS, ROOF PITCH,
HEEL HEIGHT, OVERHANG, AND SPECIAL LOADING CONDITIONS, TO INCLUDE
BUT NOT LIMITED TO, AIR HANDLERS, LIGHT FIXTURES, AND ATTIC ACCESS
STAIRS, WHICH HAVE BEEN SPECIFIED BY RESPONSIBLE PARTY.ALSO THAT
FOR OR RESPANSIBLE PARTY HAVE REVIEWED AND ARE IN AGREEMENT WITH
, TRUSS PLACEMENT PLAN AND TRUSS ENGINEERING NOW PRESENTED, AND
READY FOR FABRICATION. ALL DIMENTIONS & CONDITIONS THAT EFFECT
WOOD TRUSSES MUST BE VERIFIED BY BLDR. AND/OR ARCHITECT AND FOR
BEFORE ANY PRODUCTION OF WOOD TRUSSES.
EF
DocuSigned by:
rat, IC � LD� r
E935FAF30E92486...
APPROVED BY
3/28/2021
DATE
FOR APPROVAL PURPOSES ONLY. DO NOT USE TO SET TRUSSES
UNLESS STAMPED «FINAL» HERE
REVISI❑NS
12.29.2020 1 1.4.2021 1 2.19.2021
Carl G.Forbes
P . E . # 2 0 6 9 9
1000 S. Dixie HWY W.
Pompano Beach A 33060
DATE
(561)686 4000
SPEC I RUSS FAX:(561)687 3814
dba
US TRUSS WEBIWWW.USTRUSS,COM
3400 WEST 45th, STREET, WEST PALM BEACH,FLORIDA 33407
CUSTOMER
NAME Regal Plumbing
JOB
NAME Ramos Res
JOB
ADDRESS
1071 South Header canal road ,Fort Pierce,F
TRUSS PLACEMENT PLAN
DATE
DRW.BY SE
12/22/2020
SCALE
1/4
JOB
# 201146