HomeMy WebLinkAboutBuilding PlansID. BF764A5E-DOOE-477F-BD99-4BEA1734A768
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II II
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II II
II II
II II
FRONT PORCH I
II II
II lI
II II
II II
FLOOR PLAN- - LEVEL I
SCALE: 1/4"=1'-0"
GENERAL SPECIFICATIONS:
1. ROOF: ASPHALT SHINGLES OVER 30f/ FELT OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN.
2. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
3. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
4. EXTERIOR SOFFIT: STUCCO & LATH PER GEN NOTE 34 OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS.
5. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34.
6. INSULATION: R20 SPRAYFOAM @ CONDITIONED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES. PROVIDE
ACCESS HATCH TO CONNECT ATTIC SPACES. 1ST LEVEL EXT WALLS: CORE FILL. 2ND LEVEL EXT WALLS: R13 SPRAYFOAM.
7. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT, GUARDRAILS
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L�— — — — — — — —
WALL LEGEND
THICKNESS
ON FLOOR
1D
DESCRIPTION
SPECS
PLAN
REINFORCED CMU WALL
W/ FINISHES. -
SEE TYP WALL SECTION
9"
REINFORCED CMU WALL
W/ STUCCO INT
SEE TYP:WALL SECTION
8"
WOOD COLUMN
SEE COLUMN SCHED
VARIES
i
NON LOAD BEARING INT WALL
SEE GENERAL SPECS ON A-1
4.5"
LOAD BEARING 2x6 WALL
a
SEE BRG WALL DETAIL
6.5"
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS AREXOIFINISH
2. EXTERIOR DIMENSIONS ARE"TO STRUCTURE
FLOOR PLAN KEYNOTES:
1. 22"X30" RO MIN ATTIC ACCESS: 2ND LEVEL ATTIC/STOR SPACE TO HAVE NO CLG, SO HATCH N/A.
i
FLOOR PLAN- LEVEL 2
SCALE: 1/4"= T-0"
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 2 STORY SF
RESI[1ENCE
ZONING INFORMATION:
parcel 1d; 3409-505-0023-000-1
PUD (unincorporated St Lucie County)
flood zone: X
UTILITY INFORMATION:
gas: none
sewage:,publlc
potable water: public,
AREA CALCULATIONS:
1st Ievpl- conditioned living
1,965 sf
1st level- conditioned volume
19,650 cf
1st level- garage
599 sf
1st level- front porch
680 sf
1st level- rear porch
264 sf
2nd level- conditioned living
1,021 sf
2nd level- conditioned volume
8,808 cf
2nd level stair
80 sf
2nd level- attic
233 sf
total building area
33,300 sf
totalunconditioned living
1,776 sf,
total conditioned living (stair excl)
2,986 sf
total
conditioned volume
28,458 cf
total
lstlevel building area
3,508 sf
SHEETINDEX
A-1
floor plan
A-2
floor plan- dims
A-3
foundation plan
A-4
framing plan
A-5
elevs/sect
A-6
elect
A-7
plumbing
GN-1
general notes
FDOH in St. Lucie County
Envifonmenta( Health
Site Plan Approved for Construction
Supersedes All Previout Site Plans for
0STI1S #5(0' .E-=/9Sjj & well #SI 3/3/3
Date: Z11r2aL( Z
RevieWer.
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9/14/20
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E935FAF3OE92486...
9/15/2020
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DocuSign Envelope
ID: BF764A5E-DOOE-477F-8D99-4BEA1734A768
BEAM SCHEDULE
lintels (BI shown in the floor plan. Also see window & door
COLUMN SCHEDULE
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_ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _— _ _ _ — _ — _ _ — — — — — — —
(o FLOOR PLAN NOTES:
N
1. INTERIOR DIMENSIONS ARE TO FINISH.
6" _--_-_ 13'-6 11116" IT-611/16" IT-6 11/1 " 6, 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE
FLOOR PLAN KEYNOTES:
3 1. 22"x30" RO'MIN ATTICACCESS. 2ND LEVEL ATTIC/STOR SPACE TO HAVE NO CLG, SO HATCH N/A.
A-F 2. OFFSET BEAMS FROM SLAB LINE 1.25"
DIMENSIONED FLOOR PLAN- LEVEL 1
SCALE: 1/4"= T-O"
WINDOW/ LINTEL SCHEDULE
ACTUAL a;
POP
ID PRESSURES W H LINTEL LINTEL TYPE NOTES
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9/14/20
SHEET
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E935FAF30E92466...
9/15/2020
OF.
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AR97108
DocuSign Envelope 10 BF764A5E-D00E-477F-8D99-46EA1734A768.
FOOTING SCHEDULE
••
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••NOTE
F2 SOG, MONO @ PORCH
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LINTEL TP TO LINTEL W/ S. SPH4 @ 16" OC
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JACK STUD TO BP W/ S. SPH6
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TYP STUD T
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BRG WALL DETAIL NOTES:
1. TYP DETAIL UNO
2. ALL CONNECTORS ARE SIMPSON (S.) UNO
3. FRAMING TO BE 2x6 @ 16" OC LINO
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TYP 2ND LEVEL BRG WALL ELEV
SCALE: 1/2"=V-0"
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BRG WALL DETAIL NOTES:
1. TYP DETAIL UNO
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3. FRAMING TO BE 2x6 @ 16" OC LINO
4.24 HORIZ @LOCKING:@4' OC
5. END STUDS FASTENED TO CMU W11/4" x 2.75" TAPCON @ 32" OC/8" ENDS
TYP 1 ST LEVEL BRG WALL ELEV
SCALE: 1/2"=V-0"
DINING WALLMINDOW ELEV
SCALE: 1/2"= T-0"
METAL DRIP OVER PT WOOD DRIP OVEFI
2X6 CEDAR FASCIA TO TRUSS ENDS W/ —
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TYP2ND LEVEL EXT WALLS: STUC
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SLOPE AS ROOF PLAN
ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL SPECS
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
SEE FRAMING PLANS OR
CONNECTOR SCHEDULE
EXTERIOR SOFFIT PER GENERAL SPECS
LINTELS PER DOOR/WINDOW/LINTEL SCHEDULE
GENERAL SPECS: A-1
GENERAL NOTES: GN-1
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FOOTING PER FOUNDATION PLAN &
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FOOTING SCHEDULE
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ID: BF764ASE-DOGE-477F-8D99-4BEA1734A768
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FLOOR FRAMING NOTES:
1. REFERENCE TRUSS LAYOUT& ENGINEERING BY MFR
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COLUMN SCHEDULE
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CAST-CRETE LINTEL DIAGRAM
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QUANTITY OF #5 FIELD ADDED REBAR AT
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GRAVITY TOAD
8F16-1 B/1 T
NOMINAL WIDTH -1
L QUANTITY OF #5 FIELD
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CON F C TOR (i, e) SCHEDULE
ALL•
I D CONNECTED ELEMENTS UPLIFT GRAVITY QTY MFR MODEL
FASTENERS
W�
CO-2 2035 2 Simpson HETA 20
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,
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.
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CO-6
1140
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1. Refer to connection CXN schedule for connector locations.
2. Gravity/uplift loads reference connection schedule ID.
3. 'truss' listed as a load means to reference loads in truss package.
e. g
4. If'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points.
5. If'connected elements' is left blank, see connection schedule.
6.'QTY' referes to the number of connectors used per per ea connection (connected elements), If qty left blank, refer to drawings.
7. All loads are checked by architect, loads left blank were checked but are not required to be listed.
8. Actual loads listed In this schedule are worst case, actual may be lower than listed but never higher.
--
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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.
LINTEL AS 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
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USE BEAM OR KNCKOUT BLOCK
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'ECTION ELEVATION CHANGE- ELEVATION VIEW
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INTrEI SECTION- PLAN VIEW CORNER- PLAN VIEW
BOND BEAM/ LINTEL CONTINUITY DETAILS
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28 5 3/4
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3 b 5
HARDIPLANK SIDING
FRONT ELEVATION
SCALE: 3/16"= 1'-0"
REAR ELEVATION
SCALE: 3/16"= 1'-0"
SCHEMATIC SECTION 3
SCALE: 3/16"= 1'-0"
RIGHT ELEVATION
SCALE: 3/16"= 1'-O"
SCHEMATIC SECTION 1
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SCALE: 3/16"= 1'-0"
DocuSign Envelope ID: BF764A5E-DOOE-477F-8099-4BEA1734A768
4
L1----------------- L1
E-WELL PUMP
I H IB __
2n /x
- i
/
ELECT PLAN NOTES:
1. SEE GENERAL NOTE
3 27 ON GN-1.
2. GFI PER PLAN & GE
NOTE 27.4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER,
DISHWASHER, GARA
3EDOOR OPENER.
3. PROVIDE DISCONNE
TS FOR WATER HEATER CU, AHU
4. ALL 120 VOLT BRANCH
CIRCUITS RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING
ROOMS, LIVING ROD
S PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION
ROOMS, CLOSETS, F
ALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BYA LISTED
ARC -FAULT CIRCUIT
NTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF
THE BRANCH CIRCL;
r (NE ¢ 210.12(B)).
CLI ou I
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I_.:.. _
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W L5 L9
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DOOR
MOTOR
L1------------
EL1 !. L1 L1 V
L �......... \ \ /
SCALE: 3/16"= V-0"
ELECT PLAN LEGEND
E1
120V DUPLEX RECEPTACLE
E2
120V GFCI DUPLEX RECEPTACLE
NEW METER
E3
120V RECEPTACLE recessed for tv
4
m
- E4
240V RECEPTACLE
O
m
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E5
120V GFCI DUPLEX RECEPTACLE w/ water protected box
❑-Q
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E6
240V RECEPTACLE -gene backfeed w/panel lockout
c N
c
GEC TO CWP, LIFER,
E7
120V RECEPTACLE -floor
INTERSYSTEM
E-
ELECTRIC FOR LABLED APPLIANCE
L1
RECESSED CAN LIGHT
NEW
L2
FLUSH MOUNT CLG LIGHT
UNDERGROUND
SERVICE
WIRE SIZE BY ELECTRICAL
L3
FLUSH LED STRIP LIGHT
CONTRACTORS
''. L4
VANITY WALL LIGHT
L5
SHOP LIGHT
6' MIN.
L6
CHANDELIER LIGHT
L7
PENDANT LIGHT
L8
UNDER CABINET LIGHT
L9
oR WALL
WALL
ELECTRICAL
RISER
DIAGRAM
L10
UNTREADONCE
WALL MOUNT READING LIGHT
- L11
EXTERIOR MOTION DETECTOR LIGHT
SCALE: N.T.S.
L12
RECESSEDCANLIGHT-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/CO2 DETECTOR- interconnected, hardwired w/battery
TV
TELEVISION CABLE
Electric Load Calculation
220.12 General Lighting Load
3 va/ft2 of floor area, Including unused space adaptable for future use
Floor Area = 60
fe 8,958 va
Basement Floor Area =fe va
220.52(A) Small Appliance Load
1500 va for each 20 amp branch circuit req !red per 210.1(C)(1) In EACH kitchen,
pantry, breakfast mom, dining room, or slml ar areas.
#of5mall kipplianqeBranch Circuits- "1600 va= 3,000 va
220.52(B) Laundry Load
# of Laundry Branch Circuits = "1500 va = 1,600 va
Total General Lighting & Appliance Load- 13,458 va
220.42 Lighting Load Feeder Demand Factors
First 3000 orless at 00% 3,000 va
From 3ooito soc oat 35% 3,660 ve
Remainder over az ,ocoatz5% va
Total Lighting Demand Load= *va
220.54 Electric Clothes Dryers
Qty `. Electric Dryer#1 ''? - 0g kw 5,000 w
Qty Electnc Dryer#2M FogaWcckw - w
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
Qty Efech h,"as ° 0ql kw
Qfy „ail "'"'a, Naa ,,,Q , :,:. kw
QtyC.• kw
Electric Cooking Demand Load+`•�" „-`w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat #t i "I .idl. , kw AC#c/Geo 1 a ct - 2 i yn 3.4 We
Fixed Electric Space Heat#2' .0':kw AC#2/Geo MMIS99 3A kva
Fixed Electric Space Heat#3 :. „4 x III, kw AC#3/Geo 11 We
Fixed Electric Space Heat#4 kw AC#4/Geo `•1' kva
Fixed Electri c Space Heat#5° :;=- kw AC#5/Geo We
Total• Heat B AC Load=. ;va
220.14 Appliance load -Dwelling Units
Total connected Appliance Load m 5,900 va
220.53 Appliance load -Dwelling Units Total Appliance Demand Load iva
220.50 Motor Loads @ 120 Volts
Qty Description va(watts) Oty Description va(watts)
tl aPubm
mmHg
ITS f°y°d 1puilln H, r•,r , N`,
;e h12h rig 0,anFB',i
iva• a:•''
"• Total Motor Load =_. 1,688 va
430.24 Several Motors or a Motm(s) and Other Load s), 25% of Largest Molar Load =_ 141 va
Total Motor Demand Load = „va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes= 52,654 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W r�"f yry�-'amps
EXISTING SERVICE SIZE 'A ! AMPS
MINIMUM SERVICE SIZE h" AMPS .;,,, ,DICE SIZE REQUESTED amps
Note: Electrical contractor to verify accuracy and comp eteness of load calculation. HVAC specs are esitimates only.
LU
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PRODUCTAPPRO`v°AI. ,? FI AVR
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DOOR S. SWING, G¢L�AZED ALL 50,50 IMPACT Plastpro any
FL 1718,p41
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WINDOW S. HUNG ALL
50,56
IMPACT PGT
SH 5400
FL 17 0630.0�6
.............................
WINDOW MULLION ALL
79.6
N/A PGT
1.25 x3 25'x.100"
NOA 17-0630.01
ROOFING SHINGLES ALL
I
N/A
N/A Owens Corning
Duration
NOA 15 0212.07
1. 'ID' as per door & window schedule, or all meaning worst case of all similar items of that type.
2. If building dp are left blank- see door & window schedule or design pressure chart
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specifically submitted for verification by contractor, they are assumed.
5. If glass type is not specified more than 'Impact', may use any of the impactglass type in the install instructions to achievethe stated building design pressures.
6. If fasteners is left Blank, may use any of the specified attachment methods in the Install instruction matching structure provided to achieve the stated building design pressures.
7.1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
WRB
.024" ALUM OR CU Z COUNTER FLASHING
4"x4" MIN .024" ALUM OR CU L
SIDEWALL FLASHING
UNDERLAYMENT
z
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ROOF SHEATHING ;o
SIDEWALL FLASHING DETAIL
WRB
.024" ALUM OR CU Z COUNTER FLASHING
4"x4" MIN .024" ALUM OR CU L
SIDEWALL FLASHING
ROOF COVERING
z
UNDERLAYMENT
c
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ROOF SHEATHING %
HEADWALL FLASHING DETAIL
ROOF PLAN
SCALE: 3/32"= T-0"
STAIR KEYNOTES
1. (2) 2x8 BEAM, BEAR ENDS ON DBL 2x4 JACK POSTS.
2. BRG WALL: 2x4 Q16" OC, DBL TP.
3. LANDING JOISTS: 2x8 @ 16" OC. ATTACH W/ S. LUS26.
4. (3) DBL 2x12 STRINGERS. ATTACH W/ S. LSCZ
5. NON BRG WALL W/ ACCESS DOOR.
6. TYP LEDGER: 2x8 TO EA WALL STUD W/ (3) 16D. 2XTREADS.
STAIR FRAMING PLAN DETAIL
SCALD 3/8"= V-0"
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PLUMBING DIAGRAM NOTES:
1.. AIR ADMITANCE VALVES (AAV) MAY BE USED IN LIEU OF VTR AS LONG AS ONE 2" VTR REMAINS.
PLUMBING DIAGRAM
SCALE: 1/8"= V-0"
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plumbing
9/14/20
SHHEET
dam - 67
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9/15/2020
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Envelope ID: BF764A5E-DOOE-477F-8D99-4BEA1734A768
BASIS OF STRUCTURAL [C)SIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 160mph (ult), risk cat 2, exp B, wind bome 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 ARE AS FOLLOWS:
ROOF LIVE LOAD
20 PSF
ROOF DEAD LOAD
10 PSF TC (shingles, metal)
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
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA SF
160
1
10.0
15.9
-25.0
1
20.0
14.5
-24.0
1
50.0
12.7
-23.0
1
100.0
11.2
-22.0
Roof s 7
to 27
2
10.0
15.9
-44.0
2
20.0
14.5
-40.0
2
50.0
12.7
-35.0
degrees
2
100.0
11.2
-32.0
3
10.0
15.9
-65.0
3
20.0
14.5
-60.0
3
50.0
12.7
-55.0
3
100.0
00
11.2
-51.0
4
10.0
27.7
-30.0
4
20.0
26.4
-28.0
4
50.0
24.7
-27.0
4
100.0
1 23.5
-25.0
4
500.0
20.6
-22.0
Wall
5
10.0
27.7
-37.0
5
20.0
26.4
-34.0
5
50.0
24.7
-31.0
5
100.0
23.5
-28.0
5
500.0
20.6
-22.0
Garage
I 9'x7'
I
1 24.3
-27.5
Door
I 16'x7'
I
1 23.3
-26.0
adjustment factor used
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GENERAL NOTES- residential
,..,
1.
.:
CODE COMPLIANCE:
16. CONCRETE MASONRY:'.
1.1.
This project was designed under the following codes. The const
uctionl documents cannot reference all of the codes require for the
16.1.
CMU DESIGNED ANDTO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/7MS 402-13, "BUILDING CODE REQ FOR
construction of this building. By submitting these construction documents
for permit or commencing work, the contractor, hereby
MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES".
agrees to comply with all local, state, and federal regulations having
jurisdiction over this project, and to comply with all governing
16.2.
MASONRY STRENGTH (Pm DESIGN) UNO:
codes, including but not limited to; the most current editions as a:
opted, by the state of Florida, of the following:
-BLOCK STRENGTH := 190D, ASTM C90
2017 FBC: RESIDENTIAL, 6th ad
-MORTAR STRENGTH = 1800, TYPE S
2017 FBC: ENERGY CONSERVATION, 6th ad
-GROUT STRENGTH = 2000
2014 NATIONAL ELECTRIC CODE
16.3.
GROUT SHALL HAVE 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.
2.
ALL GENERAL NOTES
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
2.1.
THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS
TO SUPPLEMENT THE DRAWINGS. IN CASE OF
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CO
JUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANI
S, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
DOCUMENTS:
16.4.
6
T
CONCRETE
E MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
2.2.
THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY
EQUALLYTO
ALL CONTRACTORS, SUBCONTRACTORS,
AND BUILTTO THE THICKNESS AND IN ARUNNING BOND AS INDICATEDAND.CONFORMING TO THE
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE
PLANS.
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
2.3.
GENERAL CONTRACTOR SHALL FURNISH ACOMPLETE SE
r OF DRAWINGSAND
ADDENDUM'S T U S O ALL
16.5.
REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR
WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES .
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE
PROCEEDING WITH ANY INSTALLATION FAILURE TO DO
NOT MOVE DURING GROUTING.
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL
CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
16.6.
MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE
RESPONSIBLE PARTY.
16.7.
CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
2.4.
NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL
BE MADE IN THE FIELD WITHOUT THE EXPRESSED
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL.
IN SUCH CASE THE ARCHITECT SHALL PREPARE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL
FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
16.8.
WALL REINFORCEMENT: VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
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
3.
ARCHITECT & CONTRACTOR RELATIONSHIP
OPENINGS WIDER THAN 12', BELOW BEAM. BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
3.1.
UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT
AND CONTRACTOR ARE NOT IN A CONTRACTUAL
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OW
ER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THATT
EY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE
ONTRACTOR VEERS FROM THESE PLANS, THEY ARE
FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW.
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES.
ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
16.9.
REINFORCED MASONRY LINTELS SUCH AS CAST CRETETO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS.
IT IS NOT THE ARCHITECT'S ERROR OR
#6 BOTTOM FIELD BAR IN LIEU OF 95 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
OMISSION IF THE ARCHITECT DOES NOT SPECIFYIREFERE
NCE SOMETHING THAT IS REQUIRED BY THE CODES
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/-AS LONG AS
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRE
TO UNDERSTAND AND ADHERE THE BLDG CODES NO
MIN BRG IS MET. DOORIWINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
DIFFERENT THAN THE ARCHITECT.
:
16.10.
UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO:
CONTROL CRACKING.
4.
WORKMANSHIP:
16.11.
BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
4.1.
ALL WORK SHALL BE PERFORMED IN THE BEST AND MOSI
PROI{ESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS,. AND UP/DOWN AT
RESPECTIVE TRADES.
I
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.
5.
COORDINATION:
5.1.
THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION
OF WORK FOR ALL TRADES.
17. FOUNDATIONS:
5.2.
A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM
FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
17.1.
BUILDING AREA TO BE STRIPPEDIGRUBBED OF SURFACE DEBRIS/VEGITATION. FILLTO BE GLEAN
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO
FARAS IT AFFECTS THE TRADES. ALL TRADES SHALL
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND
PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT,
DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATEDAS
BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
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
7.
CONDITIONS NOT DETAILED:
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
7.1.
CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION
OR INSTRUCT THE CONTRACTOR ON HOW TO
REINFORCING BAR.MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
PERFORM THE WORK. EVERY CONNECTION CORNER FLASHING,
ETC. MUST BE RESOLVED. NOTIFY ARCHITECT F
ARC C I A
For #5: MINIMUM 30"'LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL.. ARCHITECT
IS NOT LIABLE FOR WORK THAT IS NOT
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
DETAILED/SPECIFIED BYARCH ARCHITECT. IF DRAWINGS HAVE
I
DETAILED SPECIFICATION FOR CERTAIN PRODUCT,
AIN PR T,
17.3.
- CHAIRS OVER
BUILDING SLABS ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UPC R R 6-
CONTRACTOR MAY REQUEST SUBSTITUTION APPROVAL
BY ARCHITECT. IF DRAWINGS HAVE GENERIC
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT
CT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
.SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANTCORNERS.
BY ARCHITECT.
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
8.
VERIFY SITE INFORMATION:
MATCH LONGITUDINAL REBAR.
8.1.
CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS,
ESPECIALLY SUBTERRANEAN CONCEALED
17.5.
SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS.
SHOULD ANY CONDITIONS AFFECTING THE WORK
BELOW ALL INTERIOR SLABS -ON -GRADE.
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY
HE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
17.6.
SOILAND SUBGRADE IS TO BE TERMITE TREATED.
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER
rHE STRUCTURAL DESIGN.
17.7.
SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
9.
PRIOR TO ANY EXCAVATION WORK:
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM.
9.1.
THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL
UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACC
PTABLE TO GOVERNING AGENCIES; AUTHORITIES,
17.8.
GARAGE; AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT.
UTILITIES AND OWNER. CONTACTALLAFFECTED UTILITY
OMPANIESAND INFORM THEM OF THESEPARATED
IMPENDING
17.9.
FROM
CONCRETE PADS FQR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARA O
CONSTRUCTION,AND OBTAIN THEIR/ LOC
ING THEIR UTILITIES.
HOUSE SLAB WITH AMINIMUM OF AN ASPHALT EXPANSION JOINT.
-
17.10.
_ IER/MFR.
RECESS SGD &GARAGE DOOR THRESHOLDS 3/4" VERIFY EXACT DIMENSIONS WITH SUPPL
10.
DIMENSIONS:
17.11.
COLUMN/WALLANDFOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
10.1.
DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH" SEE PLANS FOR REQUIREMENTS.
17.12.
SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 101, 4:1 SLOPE MAX.
ARCHITECTURAL DIMENSIONS SHALLTAKE PRECEDENCE
OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCI
STO'A ARCHITECT IN WRITING. DO NOT
TRELYONSCALED
18.STRUCTURAL STEEL:
DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHIC
. CONTRACTOR TO VERIFYALL EXISTING CONDITIONS FOR
18.1.
ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE
WORK TO EXISITING BUILDINGS.
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
11.
HEIGHT ELEVATIONS:
KSI).
1 L1.
BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR
IG
SLAB AS ELEVATION U-0" (BUILDING ELEVATIONS
( G ELE A NS MAY
18.2.
O OTHERWISE
ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS
BE NOTED AS "BLDG EL. " OR "EL. _" OR "AFF. _") ANY
LEVATION NOT OTHERWISE DESIGNATED AS A SITE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1.1
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN
IS ASSUMED TO BE A BUILDING ELEVATION. SITE
"STRUCTURAL WELDING CODE". USE E70XX ELECTRODES UNO.
AfEEVATIONS MAYBE BASED ON THE SURVEY WHICH MAY
USE MEAN SEA LEVEL NAVD R. OTHER HEIGHT A
O O G S
18.3.
ALL STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCHUP COAT OF APPROVED PA INT.
'
REFERENCE. DATUM. SITE ELEVATIONS MAY BE NOTED. AS
"SEL._" OR "_ NAVD' OR ":+X.X". CONSULTARCHITECT
18A.
ALL BOLTED CONNECTI NSIST OF ASTM A325 HIGH STRENGTH BOLTSAND HARDENED
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRU
TINE
SHER$^AS SHOWN ON - L RAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
^S�&FICATION,FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
12.
AMBIGUITY:
INSTITUTE OF STEEL CONSTRUCTION_
12.1.
IN THE EVENT OFANYAMBIGUITY OR QUESTION WITH REGARD
TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
18.5.
ALLANCHOR BOLTS SHALL CONFORM TOASTM A36OR A307 (THREADED ROD).
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
18.6.
SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
12.2.
IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL ANDSTRUCTURAL
DRAWINGS, CONSULT WITH ARCHITECT. IN
18.7.
GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS,
AND DRAWINGS, CONSULT WITH ARCHITECT.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
13.
FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRA
M NGS:
19A.
ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
13.1,
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE
(NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED T11O
MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN
GA,
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY
CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME J
JRISDICTIONS WILL REQUIRE A REVISIfON. IF THERE ISA '
20, HVAC:
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING
TO MFR INSTALLATION AND ARCHITECT'S SPECS,
26.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
VERIFY W/ ARCHITECT.
GRILLES ETC, SHALL BE DETERMINED BYA HVAC LICENSED CONTRACTOR. IF LAYOUT/S121NG IS PROVIDED
13.2.
SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DE
SIGN CONFORMITY AND GENERAL CONFORMANCE.. TO
HVAC CONTRACTOR TO VERIFY.
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR CONFIRMING AND CORRELATING
20.2.
PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES,
FABRICATION PROCESSES/TECHNIQUES OF
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER Td THE
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTH
rR TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
MANUFACTURER'S SPECIFICATIONS.
DOCUMENTS.
21. WOOD FRAMING
14.
GENERAL STRUCTURAL
21.1.
ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb FOR
14.1.
ONCE SIGNED &SEALED BY ARCHITECT OR ENGINEER. D
SIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN
HE APPLICABLE FBC REFERENCED.
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO
14.2.
LL
THE CONTRACTOR IS RESPONSIBLE FOR AMETHODS, P-
OCEDURESAND SEQUENCES OF CONSTRUCTION.
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THEPROJECT.
CONSTRUCTION SITE SAFETY, INCLUDING ALL
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
ADEQUATE TEMPORARY BRACING AND SHORING IS THE SOLE
RESPONSIBILITY OF THE CONTR
ACTOR. RACTOR: IT IS THE
WALLS) TO BE #2 S.P.F. OR BETTER.
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY
PROFESSIONAL SERVICES TO DETERMINE THE -
21.2.
ALL W EMBERS IN TREATED. ALL
WOOD M CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE
NECESSARY METHODS AND SUPPORTS` REGARDING FOR
INGAND CONSTRUCTION LOADS. TEMPORARY BRACING
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONS
RUCTION LOADS INCLUDING THE WEIGHTS OF ALL
CCA
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON
ORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
21.3.
SPLICING FOR MULTIPLY HEADERS/BEAMS/COLUMNS:
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL S;STEMS
ARE CAPABLE OF RESISTING ALL CONSTRUCTION
-2x4- 10d COMMON NAIL@ 6" OC EACH LAYER STAGGERED.
PHASE LOADS.
i
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONANCS
IN THE FIELD PRIOR TO FABRICATIONAND START OF
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT
MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
-2x10-4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
44.4.
SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT
FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
-2x12- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
ROOFS OR STONE ON RAISED FLOORS.
-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,
15.
CAST -IN -PLACE CONCRETE
ETC.:
15.1.
ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED I
WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHE
D BEAMS AND SLABS
SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
15.2.
CONCRETE PROPORTIONING, PLACING, FINISHING AND
URING SHALL BE AS PER THE LATEST EDITION OF THE PCA
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN
LACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
AND INTERVALS FOROECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.)
STRENGTH:
i21.5.
GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4AT SIMPLE SPANSAND
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRE
E MIN UNO
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv =190 PSI,
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRE
E MIN UNO -
Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATIONAND HANDLING SHALL CONFORM TO THE
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCR-TIE
MIN LINO
LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN N
S CO C LINO
BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. NLESSCAMBERAND
U
15.3.
CONCRETE WHEN PLACED S HALL HAVE SLUMP OF 61
CHES'MAXIMUM AND 11NCH MINIMUM EXCEPT FOR
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS BEAMS SHALL BE D WITH
MANUFACTURED
ON -GRADE WHICH SHALL HAVE A MAXIMUM SLUMP OF 5 I
CHES AND A MINIMUM OF 3 INCH.
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP.
15.4.
COMPLY WITH ALL REQUIREMENTS OF ACI 117-10 ACI 31
14 ACI-3t5
IN HEADER CONDITIONS BEAM BUILT INTO WALL) RIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
15.5.
ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR G
DE 0. TEED WELDED WIRE MESH T ATM A-1
6 S S O S 85
CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER PROVIDED RIPPLE FRAMING HEADER IS BUILT
O O C G ABOVE
,
ARRANGEMENT AND BENDING OF REINFORCING STEELS
ALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
WITH MINIMUM CAMBER STATEDABVE.
O
THE ACI DETAILING MANUAL AND THE CONCRETE REINFC
RCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE1/3 OF
21.6.
LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S.:
BEAM OR COLUMN SPAN, IFA SPLICE IN SPAN IS UNAVOI
ABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
INSTRUCTIONS.
NOT N
O NOTED VERIFY W/ARCHITECT
21.7.
END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR HEAR WALL H TO CONC
O S WALLS ATTACH
15.6.
CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURE
'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
WALL W/ .25" x 3.25' TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON @ 32"
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR
TO PLACING CONCRETE.
OC/8" ENDS.
15.7.
PROTECT FRESHLY PLACED. CONCRETE FROM PREMATU
E DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
21.8.
ALL WOOD NAILING AS PER FBC R 602.3 UNO.
START INITIAL CURING AS SOON AS FREE WATER HAS DIE
APPEARED FROM THE CONCRETE SURFACE AFTER
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR O
NOT LESS THAN 7DAYS IN ACCORDANCE WITH ACI 301
22. PLYWOOD SHEATHING:'
PROCEDURES. PERFORM CURING OF THE CONCRETE BY
CURING AND SEALING COMPOUND, BY MOIST CURING, BY
22.1.
ALL PLYWOOD SHALLBE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
MOISTURE RETAINING COVER CURING OR BY COMBINATI
NTHEREOF.
TO SUPPORTS PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
15.8.
SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING
STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
22.2.
UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATEAND TO RIM
THAN THAT REQUIRED BY AC1318:
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED
TO EARTH; 3"
22.3.
FOR EXT WALLS AND INT SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS
AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
15.9.
CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE
AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
22.4.
FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON
PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
WITHIN 4' OF EAVES/RIDGES/GABLES.
BY KEYED, DOWELED. OR SAW -CUT CONTROL JOINTS SUCH
THAT THE ENCLOSED AREA DOES NOT EXCEED 260
22.5.
FOR SUBFLOOR USE 3/4" PLYWOODAND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON
GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPACE FASTENERS 6" FIELD, 6" EDGE.
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT
FILLER SHALL BE NON-EXTRUDEDPREMOLDED MATERIAL
22.6.
FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751)
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL
L 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 HO
DK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPOR
F OF 1/2 TIE SPACING
15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER TI
IAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCH
ITEC7SAPPROVAL.
: i
III
23.
PE TRUSSES:
ABBREVIATIONS:
23.1.
FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
TRUSSES. DO NOT CUTANY 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 NOTE 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 SCHEMESHOWN 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 ONTHE 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 CHORDAS 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
CONIC
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 BEAS 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 DRAWINGSAND CALCULATIONS FORALL 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.
ON
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 MAY BE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT
•E'
EXISTING
VALUE IS a 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
Ed
EXPANSION JOINT
NOT SPLIT WOOD, USE MINIMUM NAIL CITY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EL
BUILDING ELEVATION
EITHER UNLESS SPECIFIED BYARCHITECT.
ELECT
ELECTRICAL
L
ELEV
ELEVATOR 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/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
EXP
EXPOSED
HARD NAILS OR T NAILS @ 1273" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
EXT
EXTERIOR
MIN TAPCON OR 6D CASE HARD NAILS OR.T NAILS @ 12"/4" END, PT 2x BUCK: ATTACH TO MASONRY/GONG
EXTG
EXISTING
W/ADHESIVE & RECESSED 1/4"x3 l/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 118" WASHER. 2x6'@ TOP TO LINTEL W/ 1/4" x 2.75"
FA
FASTENER
TAPCONS STAG @ 24" OC.
FIELD (FLOOR DRAT
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR O TO CONSTRUCTION:
FFD
E
FIRE SHER
-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.
FFIIN N
FINISH
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
FLOOR
PER FBC R 302.5.1.
F P
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 5 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 BYAN ELECTRICAL CONTRACTOR. 1F LAYOUT/SIZING IS PROVIDED
GSF
GROSS SQUARE FEET
ELECTRICAL CONTRACTOR TO VERIFY.
GWH
GAS WATER HEATER
27.2.
ALL 120V 15AAND 20ADWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
GWB
GYPSUM WALLBOARD
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 WEATHERTIGHT PROTECTIVE COVER.
HC
HOLLOW CORE
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314,
HDG
HOT DIPPED GALVANIZED
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
HORIZ
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 L C C UA LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
IN
INCH
BE DETERMINED BYA 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 BYA LICENSED SEPTIC
JT
JOINT
CONTRACTOR AND ADHERE TO 64E-6, F.A.C. 11
28.3.
REQUIREMENTS
NO PLUMBING RE R T Q NITS SHALL INTERRUPT THE S7 UC URAL 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.WIT,REQUIRED ACCESSORIES TO PREVENT
MO
MASONRY OPENING
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
MW
MICROWAVE
ROOF PLAN. CONSULTARCHITECT IF ROOFPLAN'60�'NFLICTS 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.
WALUCLG FLAME SPREAD: <200, WALUCLG 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 GARAGEAS 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 PLATEAT GARAGE COMMON FRAME WALL.
R/A
RETURN AIR
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC LINO.
RCB
REINFORCED CONCRETE BEAM
33.8.
PROVIDE. FIRE BLOCKING AS PER FBC R 302.11.
RCC
REINFORCED CONCRETE COLUMN
RD
ROOF DRAIN
34.
FINISHES:
REF
REFRIGERATOR.
34.1.
GWB: MOISTURE RESISTANT GWB @ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
REINF
REINFORCING
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
REQ
REQUIRED
SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
RfW
RIGHT-OF-WAY
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
RTU
ROOF TOP UNIT
34.2.
EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063.11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
S.
SIMPSON (MFR)
W/ 13/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE A
SIBS
STYRENE BUTADIENE STYRENE
VINYL CONTROL JOINT IN STUCCO. -
SEL
SITE ELEVATION
34.&
EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
SF
SQUARE FOOT
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHEDTO EA RAFTER/JOIST/BC W/ (2)160 NAIL.
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 THRUROOF
W/
WITH
WA
WASHER MACHINE
-
WP
WATERPROOF
WD
WOOD
WWF
WELDED WIRE FABRIC/MESH
#
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