HomeMy WebLinkAboutBuilding PlansDOOR & 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
HiWlnd MASONRY SILL BY CASTCRETE
EXT .. INT
ID
DESCRPTION
SPECS
THICKNESS
ON FLOOR
PLAN
REINFORCED CMU WALL
W/FINISHES
SEE GENERAL SPECIFICATIONS
ON A-1
9"
T'
REINFORCED CMU WALL
WO/ FINISHES
SEE GENERAL SPECIE
CATI
INS ON A-1
81,
REINFORCED CMU COLUMN
SEE FLOOR PLAN
VARIES
NON LOAD BEARING INT WALL
SEE GENERAL SPECIF
CATIC
INS ON A-1
4.5"
LOAD BEARING 2x4 WALL
SEE ERG WALL DETAIL
4.5"
I
TYP OPENING BUCK DETAIL
SCALE: V= V-0"
I
SLOPE AS PER ELEV
ROOF/ UNDERLAYMENT/ SHEATHINGAS PER GENERAL SPECS-
METAL DRIP EDGE TBD BY ROOFING CONTRATORPE TRUSS AS PER
NG PLANS-
INSULATIONAS PER GENERAL ERAL SPECS
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SEE FRAMING PLANS OR
CONNECTOR SCHEDULE ,
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GENERAL SPECIFICATIONS:
1. ROOF: 5V METAL OVER 30# FELT OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN.
2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC, 16" CONT BOND BEAM TOP (2) COURSES W/#5
REBAR EACOURSE- 1/2" OR 518" GWB OVER R4.1 FOIL INSULATION OVER 3/4"FURRING STRIP.
3. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
4. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
5. EXTERIOR SOFFIT: STUCCO & LATH PER GEN NOTE 34 OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS.
6. PORCH CEILING. STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34.
7. INSULATION R30 FIBERGLASS BATT @ CONDITIONED CEILING. R-13 FIBERGLASS BATT @ GARAGE SEPARATING WALL,
FLOOR TO CEILING,
9. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT
911A
SHEET INDEX
A-1
floor plan
A-2
elevs
A-3
foundation
A-4
elect
GN-1
general notes
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 1 STORY SF
3. TYP PORCH COLUMN- 12 x12 x8 CMU, 4 #5 VERT RESIDENCE ON A VACANT LOT.
4. PORCH BEAM- CAST CRETE 12F16-2B/2T. 10' TOB. ,
5. PORCH BEAM -CAST CRETE 8F8-1B/2T. 10'TOB. ZONING INFORMATION:
parcel id: 2434-802-0001-000-8
RS-4 (unincorporated St Lucie County)
flood zone: X
UTILITY INFORMATION:
gas: n/a
sewage: septic
djunoD alan-1 '4s ^ potable water: well
luaw}pedaD 8up1luuad
014 6 T AVN AREA CALCULATIONS:
'. 24:_8„ : ,,. .� ..:.._:----' -`--"'---- 2a-8'
V-21/2". _ _*- 6'-6 - 8'-11 1/2" - 3
W5 Ws 7
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE
FLOOR PLAN KEYNOTES:
1. 22"x3O" RO MIN ATTIC ACCESS
2. APPLIANCE PROTECTION BOLLARD AS PER GEN NOTE 33.5
conditioned living area
2,406 sf
garage
589 sf
covered rear porch
317 sf
covered front porch
217 sf
total building area
3,529 sf
conditioned volume
22,795 cf
f SEE ERG LEGEND
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& ELEVATIONS
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METAL DRIP OVER PT WOOD DRIP OVER �_
2'
CLG AS PER GENERAL SPECS & FLOOR PLAN
2x6 CEDAR FASCIA TO TRUSS ENDS W/BD
(2) #16d NAIL: 4" TRUSS HEEL
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MASONRY BOND BEAM &
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EXTERIOR SOFFIT PER GENERAL SPECS
REINF AS PER GENERAL
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SPECS
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GENERAL SPECS' A-1
GENERAL NOTES' GN-1
WALL REINF AS PER GENERAL SPECS & GEN
NOTE 16.8. DOWELS PER GEN NOTE 17.2
' s FOOTING PER FOUNDATION PLAN & Z
FOOTING SCHEDLE- REINF PER -
FOOTING SCHEDULE
GRADE AS PER SITE PLAN
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SEE GEN NOTE 26
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5/7/20
SHEET
A-1
24'•8-"I,i 11 -0 - -. - - __.__. 9 4 12,-4, NG1S P. L/Fe y
FLOOR PLAN AR97,06
SCALE. 1/4"= P-0"
hILE DOPY �^°'
DECORATIVE DETAIL: (2) 2x4 STRAP TO
ROOF TRUSS BC & CONC LINTEL W/ S. RBC
DETAIL KEYNOTES:
3. TYP PORCH COLUMN- 12"x12"x8" CMU, 4 #5 VERT
4. PORCH BEAM- CAST CRETE 12F16-26/2T. 10' TOB.
5. PORCH BEAM- CAST CRETE 8F8-1B/2T. 10' TOB.
FRONT PORCH LINTEL PLAN DETAIL
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5/7/20
SHEET
A-2
CAST-CRETE LINTEL DIAGRAM
CONT BAR TO MATCH HORIZ OR CORNER
-,-• T:
-
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F = FILLED WITH GROUT/ U = UNFILLED
2
BARS W/ 5" LAP MIN'
°
--QUANTITY OF #5 FIELD ADDED REBAR AT
4 . e
BOTTOM OF U-LINTEL CAVITY FOR
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GRAVITY TY LOAD
COURSE/STEEL CITY/SIZE PER SPECS,
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NOMINAL WIDTH-�
�- QUANTITY OF #5 FIELD
ADDED EBARATTOP OF
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NOMINAL HEIGHT--
COMPOSITE U-LINTEL FOR
COMPOSITE
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CMU WALL
UPLIFT LOAD
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HORIZ BOND BEAM STEEL x
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FIELD PLACED C.M.U.
SECTION ELEVATION CHANGE- ELEVATION VIEW
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GROUT '
A TRUSS GRD TO POST W/ S. (2) HTS16
C POST TO FTG W/ S. HDU4-SDS2.5
TYP STUD TO TP/BP W/ S. SPH4
TP TO LINTEL W/ S. SPH4 @ 16" OC
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KING STUD
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A5 FIELD ADDED REBAR AT
• .BOTTOM OF U-LINTEL CAVITY
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FOOTING SCHEDULE
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FOUNDATION NOTES:
-SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED
ON PLAN FOR CLARIFICATION
7-5/5• ADTUAL BOTTOM REINFORCING -SEE FLOOR PLAN FOR DIMENSIONS
PROVIDED IN U-LINTEL
8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) -
FOUNDATION KEYNOTES:
1. TYP. FILLED CELL
1
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PRODUCT APPROVAL AFFIDAVIT
GLASS
ITEM TYPE ID1 BUILDINGDP 2 PRODUCT
F s
��..,,,, `�i ��,.•': }MPACT:� TYteNlta'TrP 3,,,�La
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.,. „.. .,. ,a°°1?„ ,:; )•:s „! ,,, .,lyE„°�(3���<
:� -.�k„ .'�„:,'�, ..°.. .".� ,,.. .. ...
DOOR D2 42,46 N/A CLOPAY 84A
FL5684 4
IMPACT
WINDOW
S. HUNG
ALL
50-70
IMPACT
PGT
SH-5500
FL 239.7
JItTf O\+i/ ,,
IVFULLIfiSN
AtL "_
795 e ,
CJ/A
Piii, ' ,
.1:25"X3 25"'x.1QD c
NOA 17 063U C?1
ROOFING
UNDERLAYMENT
ALL
N/A
Owens Corning
Titanium PSU-30
FL 11602.1
wm N v��ss 31.3 1 11.7T#1eld,. .+ :,
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ZZ494.3.7-'': �� ` )on a tal 4".er+.
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1. 'I D' as per door & window schedule, or all meaning worst case of all similar items of that type.
2. If building dpa re 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.
S. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures.
7. 1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
rOTP/BP W/ S. SPH4''
21PPLE FRAMING AS NEEDED.
F3
5'-73/4" 6'81/4"__
7 1 3/4 --
-- ---
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SILL FOR LINTEL SPANS 26'
L ENDS TO JACK W/ S. A23,s
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TO BP W/ S. SPH4.
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IDS FOR LINTEL SPANS 26
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SPANS 6'
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C/ 8 FROM END/KING STUD. SUBSTITUTES
D 1/2"x6" OR 1/2"a6" J BOLT.
BRG WALL DETAIL NOTES:
1. TYP DETAIL UNO
2.r
3. SPH6/SPH8 CAN BE SUBSTITUTED FOR SPH4
4. ALL CONNECTORS ARE SIMPSON(S.) UNO
5.
6. FRAMING TO BE 2x4 @ IT OC UNO
7. SIMPSON GIRDER CONNECTOR TO FOOTING W/ 5/8" AS W 8" EPDXY EMBED
8. END STUDS FASTENED TO CMU W/ 1/4" k 2.75" TAPCON @ 32" OC/8" ENDS
SCALE:NTS
CONNECTION (CXN) SCHEDULE
CONNECTED ELEMENTS
RE,• e
• • • r
A Truss t0 bond beam
locations uno
CO-.''.
All truss to wood brg wall
locations uno
truss
CO-6
Valley truss to ea SU Ori1n
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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.
I t this schedule are worst case actual may be lower than listed but never higher.
3. Actual Dads listed ed n t s s e t y g
4. If'connected elements' contains 'truss', reference loads in truss package. if no reaction points specified use..
connector for all nesessary points
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TO truss wl {9)10d x;1k
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CO-2
2035
2
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HETA 20
To single ply truss w/ (10) 10d x 1.5"
CO-3
2500
2
Stn, pson
HETA 20
To multi ply truss W/ (12) 16d7 I
To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM
CO-4
missed or misplaced co-1
11751
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HTSM20
20.
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HTSM20
20
To valley truss be w/ (3) 10d x 1.5". To supporting
CO-4
370
1
Simpson
VTCR
truss tc w/ (4) 10d.
,a2)'j,Odhails, w/5%8`TRep#x d12"intobond
r.
CO-6
890
1
Simpson
TSP
To truss w/ (9) 10d x 1.5". To TP w/ (6) 10d.
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.
4. If'connected elements' contalns'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; tothe number of connectors used per per ea connection (connected elements). If city 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 lowerthan listed but never higher.
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FOUNADTION (PLAN
SCALE: 1/4"= V:0„
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^"� k . .�. -•'� 1 2 ;. °" ' WC 3" 220.12 General Lighting Load
3va/ftz of floor area, including unused space adaptable for future use.
-° a+ It, 7,218 va
YJAr Floor Area ,, U4
- Basement Floor va
<' CO 220.52(A) Small Appliance Load
CO x 'ri.
- 1500 va for such 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen,
+ ` �� pantry, breakfast room, dining room, or similar areas.
D # of Small Appliance Branch Circuits - 3,000 va
.. `2`1 0 v
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•'s. 4" ,- ! SK 1.5', AAV TU62" 7U$2 50 a-
- ' - 220.52(B) Laundry Load
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E1 120V DUPLEX RECEPTACLE
o Laundry ryBranch Qromts�,..,, 1500 va
1.600 va
.
' t E2 120V GFCI DUPLEX RECEPTACLE NEW METER Total General Lighting 8 Appliance Load= 11,718 va
> 220.42 Lighting Lovell Feeder Demand Factors
(<
-E3 120V RECEPTACLE recessed for tV First 3000 or less at zoo94 9,000 va
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From ooa to az o00 �
E4 240V RECEPTACLE ® m U m J 3 a, at BS 3,051 va
Remainder over zzo,000 at zSYo - va
E5 120V GFCI DUPLEX RECEPTACLE w/ water protected box ao a Qo Total Lighting Demand Load va
d. 0 3 ° 220.54 Electric Clothes Dryers
pr E6 240V RECEPTACLE- gene backfeed w/ panel lockout c c r� pry ,j: Eleanc Dryer#1 ,, i ` soD. kw 5,000 w
GEC TO CWP, UFER,
✓:>i E7 120V RECEPTACLE -floor INTERSYSTEM ory Ae.e=„ Aa °,. ElecOic Dryer #2 �",:,, r_aM°`! kw - w
- a 220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
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E- ELECTRIC FOR LABLED APPLIANCE
O 0 : kw
`�. L1 RECESSED CAN LIGHT NEW ory+r,a,'°1°. ge Nameplate A Ikw
°..; Electrlo Ran
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I`.�f` UNDERGROUND ory ,. ,, r:.0 I kw
r L2 FLUSH MOUNT CLG LIGHT Electric cookin Demand Load _'" : w
SERVICE WIRE SIZE BY ELECTRICAL g
p,. 220.51 Fixed Electric Space Healing Loads or Air Conditioning Load:
L3 FLUSH LED STRIP LIGHT CONTRACTOR
{�, Fixed Electric Space Heat#c 1fl.Or kw AC#zlGeo 175EER 4Tg0 4.8 kva
r" L4 VANITY WALL LIGHT Fixed Electric Space Heat #z s" -We
Fixed Electric Space Heat #3Rjlkw
kw AC#3/Geo' A r ° - kva
L5 SHOP LIGHT
Fixed Electric Space Heat#4kw AC#4/Geo °sae s ss e,e� °i °„"x - kva
� ,<L6 CHANDELIER LIGHT Fixed ElectrAC#5/Geo e°:,;1 - .kva
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' - L7 PENDANT LIGHT
_ _...—-'.?�.:._�'S._%_ yi.-,.,•.;-"q. Total HeaIB AC Load ;"°(yS;g?va
220.14 Appliance lostl--Dwelling Units
LB UNDER CABINET LIGHT Oty Description va watts oN Description vatwattsl
1 L9 EXTERIOR WALL SCONCE
uo WALL roIouNTREADwGucHr ELECTRICAL RISER DIAGRAM
L11 EXTERIOR MOTION DETECTOR LIGHT SCALE: N.T.S.
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Total Connected Appliance Load = 4220 va
EX
EXHAUST FAN- vent to roof if vented soffit, soffit If unvented
53 Appliance
220.PP 1 Dwelling Units Total Appliance Demand Load ° • 4,xRp°. va
220.50 Motor Loads @ 120 Volts
EXL
EXHAUST FAN WITH LIGHT- vent to roof If vented soffit, soffit if unvented
Cry Descrl tlon va(watts) Cry Description va(watts)
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FAN/LIGHTC COMBO
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13 74hp o6/. Pump 5s3 .Q4�' d - kdSea�° �.>x, °'
° , °° - - ',.°
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PLUMBING DIAGRAM NOTES: FA
FAN W/o LIGHT
1 ... .. L /xh G'rt °
P.p,Pe�YC3paner 375
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1. AIR ADMITANCE VALVES (AAV) MAYBE USED I LIED OF VTR AS LONG AS ONE 2" VTR REMAINS, JB
JUNCTION BOX
,, .. .� ",r,� Pff ,°I°,�, , A= 'Are? n �,��I NN .° rR �r"qa
Total Motor Load = 1,013 va
SO
SMOKE/CO2 DETECTOR- interdonh@Fted, hardwired w/battery
430.24 several Mobars or a Melons) and other Load(s) 25 i of Largest Motor Load = 141 va
C
Total Motor Demand Load IeWkyl va
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PLUMBI N G D IAG RA I YI
TELEVISION CABLE
TOTAL CALCULATED DEMAND LOAD In Volt-amperes 39,504 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W r*r;$',. amps
SCALE: 1/6"—:1`-0"
EXISTING SERVICE SIZE INEW (AMPS
MINIMUM SERVICE SIZE, 2-64 'AMPS - /ICE SIZE REQUESTED A "' „ °amps
Note: Electrical contractor to verify accuracy and completeness of load calculation. HVAC specs are esitimates only.
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SHEET
A-4
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING`. 2500 psf (assumed)
WIND: 160mph (ultimate), risk category 2, exposure C, windborne 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(slope<4:12), 15 PSF(slopez4:12)
ROOF DEAD LOAD 10 PSF TC
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
O 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
160
1.
10.0
19.9
-31.3
1
20.0
18.1
-30.0
1
50.0
15.9
-28.8
1
100.0
14.0
-27.5
7
2
10.0
19.9
-55.0
Roof >
27
2
20.0
18.1
-50.0
to
degrees
2
50.0
15.9
-43.8
2
100.0
14.0
-40.0
3
10.0
19.9
-81.3
3
20.0
18.1
-75.0
3
50.0
15.9
-68.8
3
100.0
14.0
-63.8
4
10.0
34.6
-37.5
4
20.0
33.0
-35.0
4
50.0
30.9
-33.8
4
100.0
29.4
-31.3
4
500.0
25.8
-27.5
Wall
5
10.0
34.6
-46.3
5
20.0
33.0
-42.5
5
50.0
30.9
-38.8
5
100.0
29.4
-35.0
5
j 500.0
j 25.8
-27.5
Garage
Door
16'x7'
I
1 29.1
-32.5
GENERAL NOTES- residential
1.
CODE COMPLIANCE:
16. CONCRETE MASONRY:
23.
PE TRUSSES
1.1.
This project was designed under the following codes. The con $' truction documents cannot reference all of the codes require for the
16.1.
CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-131ASCE 5-13/TMS 402-13, "BUILDING CODE REQ FOR
23.1.:
FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
f this i submitting t nstructi n
constructiono Is bu Id building. By subm tt g these co o
documents for p permit r commencingw rk thcontractor, hereby
p o o e
MAS NRY STRUCTURES", "COMMENTARY N IN R Y ES".
O RES", "COMME O BUILDING EQ FOR MASONRY STRUCTURES".
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN
S AUTHORITY
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 (fm DESIGN) UNO:
FROM THE ENGINEER AND ARCHITECT.
codes, including but not limited to, the most current editions as
adopted by the state of Florida, of the following:
-BLOCK STRENGTH = 1900, ASTM C90
23.2.
FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTIN®.
2017 FBC: RESIDENTIAL, 6th ad
-MORTAR STRENGTH = 1800, TYPE S
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
2017 FBC: ENERGY CONSERVATION, 6th ad
-GROUT STRENGTH = 2000
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED,
2014 NATIONAL ELECTRIC CODE
16.3.
GROUT SHALL HAVEA SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN
-23.4.
TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
1
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
2.
ALL GENERAL N TES
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
FINAL LAYOUT MY MFR. EXACT TRUSS WEB CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE
2.1..
THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUI
EME TS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
SEGREGATION. ALLCELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN O
NJUCTION WITH OTHER SUBMITTALS, REPORTS, OR
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
23.5.
ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS,
SHALL BE CONSIDERED COMPLETE CONSTRUCTION
E
DOWN 1-1/2" BELOW TOP OF BLOCKAT GROUT LIFT JOINTS AND ATCONCRETE PLACED OVER MASONRY.
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND
Q LATERAL MOVEMENT. ALL TRUSS-TC-
DOCUMENTS.
1 :
16.4.
CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
2.2.
:THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL AF
PLY ERUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON
THESE PLANS.
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.E
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE'.OF INSUFFICIENT CAPACITY
2.3.
GENERAL CONTRACTOR SHALL FURNISH A COMPLETE
ET OF DRAWINGS AND ADDENDUM'S TO ALL
16.5.
REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE ELL UNLESS NOTED OTHERWISE,
O CELLS, U SS OT O ISE AND
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR
O SUBSTITUTION.
SUBCONTRACTORS ON THE JOB AND COORDINATE THE
CONFLICTS I THE
R WORK. ANY DISCREPANCIES AND/OR CO N
TIED OR OTHERWISE SECURELY SUPPORTED AT THE T N BOTTOM T EN RE THATT
OPA DO ENSURE HE BAR DOES
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE
PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
NOT MOVE DURING GROUTING.
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2)12d NAILS EA BC.
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
` 23.7.
PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL'.. BE DESIGNED TO SUPPORT
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY I
HE RESPONSIBLE PARTY..
16.7.
CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONSAND DETAILS SHOWN ON
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS'. INCLUDING; BUT NOT LIMITED
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 -
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL.
IN SUCH CASE THE ARCHITECT SHALL PREPARE A
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES,. SHEARWALL UPLIFT AND DOWNWARD
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL
FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
16.8.
WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
3.
ARCHITECT & CONTRACTOR RELATIONSHIP
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
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
SEALED BYA REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER.
BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT
THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF TH
ECONTRACTOR VEERS FROM THESE PLANS, THEY ARE
FOR WALL REINF SPACING, SEE DOWEL NOTE 17.2 BELOW.
23.8.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES.
ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
16.9.
REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION
DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFE
ENCE SOMETHING THAT IS REQUIRED BY THE CODES
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS
APPROVAL.
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRD
TO UNDERSTAND AND ADHERE THE BLDG CODES NO
MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
DIFFERENT THAN THE ARCHITECT.
16.10.
LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
24.
CONNECTORS/FASTENERS
CONTROL CRACKING.
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HOG OR ZMAX COATED IF UNEXPOSED TO
4.
WORKMANSHIP:
i-
16.11.
BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
4.1.
ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST
PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
24.2.
UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT
RESPECTIVE TRADES.
.
CHANGES IN BOND BEAM ELEVATION.
VALUE IS >: SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
16.12.
ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR.. SPACE NAILS AT STRAPS AS TO
5.
COORDINATION:
.NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
5.1.
THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COC
RDINATION OF WORK FOR ALL TRADES.
17. FOUNDATIONS:
EITHER UNLESS SPECIFIED BY ARCHITECT.
' `5.2.
A DRAWING MAY INADVERTENTLY OMIT SOME RELATED
TEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
17.1
BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISfVEGITATION. FILL TO BE CLEAN
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN
30 FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
26.
.EXTERIOR DOORS AND WINDOWS:
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
26.1.
INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED IS
BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
SPECIFICATION/ PRODUCT APPROVAL
17.2.
DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
26.2.
PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
6.
ABBREVIATIONS:
-
THE SAME SIZE AND SPACING OF WALLABOVE .THERE SHALL BE A DOWEL FOR EACH VERTICAL
HARD NAILS OR T NAILS @ 12'93" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
6.1.
SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE LSED
I
THESE DRAWINGS AND SPECIFICATIONS.
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
<. MIN TAPCON OR 6DCASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/GONG
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"/4" END.
7.
CONDITIONS NOT DETAILED:
C
EMBEDDED DOWEL EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA. 6' EMBED W/ CLEAN HOLE.
S
26.3.
MIN OVERHEAD DOOR BUCK: 2x SIDES
C 6 @ S S TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
7.1.
CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY C
NDI
ION OR INSTRUCT THE CONTRACTOR ON HOW TO
17.3.
BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6-
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"
CORNER, F
PERFORM THE WORK. EVERY CONNECTION,C
SHI
G, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
MIL MINIMUM POLYETHYLENE FILM A RETARDER V A TED GRADE UNO
M VAPOROVER TERMITE TREATED
TAP CONS STAG @ 24" OC.
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL.
NRCHITECT
IS NOT LIABLE FOR WORK THAT IS NOT
SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANTCORNERS:
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE
A DETAILED
SPECIFICATION FORA CERTAIN PRODUCT,:
17.4.
.CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310); SAFETY GLASS COMPLIANCE (FBC R308.4)
CONTRACTOR MAY REQUEST SUBSTITUTION APPROVAL
BY ARCHITECT.
IF DRAWINGS HAVEA GENERIC
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS. BARS TO
26.5..
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PR
DUCTITHAT
MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
MATCH LONGITUDINAL REBAR.
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
BY ARCHITECT.
17.5.
SUGGESTION TO PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL -
PER FBC R 302.5.1.
BELOW ALL INTERIOR SLABS -ON -GRADE
26.7.
FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
8.
VERIFY SITE INFORMATION:
-
17.6.
SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
26.8.
GLASS TO HAVE: LOW-E, U-FACTOR < 0.4, SHGC 5 0.25
8.1.
CONTRACTOR IS TO VERIFY ALL SITE INFORMATION ANC
ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
17.7.
SLAB FINISHES UNO:
26.9.
SIZES ARE NOMINALAND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED..
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL C014DITIONS.
SHOULD ANY CONDITIONS AFFECTING THE WORK
-MAIN BUILDING: STEEL TROWEL FINISH
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIF
THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
27.
ELECTRICAL & LIGHTING NOTES
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PE
R THE STRUCTURAL DESIGN.
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
27.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
17.8.
GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT.
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR. IF LAYOUT/SIZING IS PROVIDED
9.
PRIOR TO ANY EXCAVATION WORK:
17.9.
CONCRETE PADSFOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
- ELECTRICAL CONTRACTOR TO VERIFY.
9 .1.
THE CONTRACTOR I REQUIRED TO LOCATE ANY AND ALL
E CO S Q
UTILITIES IN OR UNDER CONSTRUCTION AND MAKE
HOUSE SLAB WITH P T
H A MINIMUM OF AN ASPHALT EXPANSION JOINT.
2T2.
ALL 120V 15AAND 20A DWELLING N
UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS AC
EPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
17.10.
RECESS SGD &GARAGE DOOR THRESHOLDS.3/4% VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
'27.3.
PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
UTILITIES AND OWNER. CONTACT ALL AFFECTED UTILM
COMPANIES AND INFORM THEM OF THE IMPENDING
17.11.
COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE..
27.4.
PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902...
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING
THEIR UTILITIES.
17.12.
SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
27.5.
ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE. COVER.
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
10.
DIMENSIONS:
18. STRUCTURAL STEEL:
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC. Rai 5.
10.1.
DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "
UGH" OR' "FINISH." SEE PLANS FOR REQUIREMENTS.
18.1.
ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE '
27.8.
PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA.
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENC
OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
DESIGN, FABRICATIONAND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES
TO
ARCHITECT IN WRITING. DO NOT RELY ON SCALED
INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35
28.
PLUMBING:
DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPH
CS. C
}( NTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR
KSI)..:
28.1.
PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
WORK TO EXISTING BUILDINGS.
-
18,2.
ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
BE DETERMINED BY A LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO
PECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS' DIA
VERIFY.
11.
HEIGHT ELEVATIONS:
CTURAL WELDING CODE". USE E70XX ELECTRODES UNO.
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC,
S E C, EXACT LAYOUT/SIZING SHALL BE BY LICENSED SEPTIC
11.1.
BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAINFLOOR
SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY
18.3.
ALL S L TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
BE NOTED AS "BLDG EL OR "EL. _" OR "AFF. AN
ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
18.4.
ALL BOL Q CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
_" _")
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN
IS ASSUMED TO BE A BUILDING ELEVATION SITE
WASHERS AS"SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
-
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY
USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHTAS A
-
THE "SPECIFICANDN FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
29.
ROOF PENETRATIONS:.
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED
A S: "SEL _" OR "_ NAVD" OR "+X.X"'. CONSULT ARCHITECT
INSTITUTE OF STEEL CONSTRUCTION.
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
18.5.
ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
18.6.
SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
12.
AMBIGUITY:
18.7.
GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
12.1.
IN THE EVENT OF ANYAMBIGUITY OR QUESTION WITH REGARD
TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
:
19. LIGHT
GAGE METAL STUDS & MISC. METAL FRAMING:
31.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
12.2.
IN OF CONFLICTS BETWEEN ARCHITECTURAL AND
STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
19.1.
ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS,
AND DRAWINGS, CONSULT WITH ARCHITECT,
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
31.2.
FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
-
GA
31.3.
INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
13.
FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS:
31.4.
WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
13.1..
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTAN
CE INCA) / PRODUCT APPROVALSARE THE RESPONSIBILITY
20. HVAC:
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRE
TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN
20.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR
MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR, IF LAYOUT/SIZING IS PROVIDED
32.1.
WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME
JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
HVAC CONTRACTOR TO VERIFY.
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING
TO MFR INSTALLATION AND ARCHITECT'S SPECS,
20.2.
PROVIDE MANUFACTURED CONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
33.
MISC:
VERIFY W/ARCHITECT.
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
13.2.
SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR
DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
MANUFACTURER'S SPECIFICATIONS.
33.2.
GUARDRAILS AS PER FBC R312.
CONSTRUCTION DOCUMENTS ONLY. THE CONTRALTO
IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
33.1
STAIRWAYAS PER FBC R311.7.
.
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE
QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
21. WOOD FRAMING
33.4.
MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
CONSTRUCTION, COORDINATION OF HIS WORK WITH 01
HER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
21.1.
ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KD 19% (Fb FOR
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
DOCUMENTS.I
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON,
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO
33.6.
CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
14.
GENERAL STRUCTURAL
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
14.1.
ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER.
DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.1E
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN
THE APPLICABLE FBC REFERENCED.
WALLS) TO BE #2 S.P.F. OR BETTER.
33.9.
PROVIDE DRAFT STOPPING IN THE FORM OF Yi` PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
14.2.
THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS
PROCEDURES AND SEQUENCES OF CONSTRUCTION.
21.2.
ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
THAN 1,000SF AS PER FBC R302.12 -
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT TF
E PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE
SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
CCA
34.
FINISHES:
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE
NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
21.3.
SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
NECESSARY METHODS AND SUPPORTS REGARDING F01
RMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
-2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE. GARAGE
AND SHORING SHALL BE DESIGNED TO RESIST ALL CON
3TRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
-2x6- 2 ROWS 10d'COMMON NAIL @ 12" OC EACH LAYER.
SEPARATION WALL TO HAVEA MINIMUM OF ONE 112" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF O
q HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
: -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
-
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL
SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
-2x10-4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
34.2.
EXTERIOR LATH AS PER FBC R703.7.1/ASTM 01063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
PHASE LOADS.
-2xl2- 5 ROWS 10d COMMON NAIL@ 12" OC EACH LAYER.
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS
IN THE FIELD PRIOR TO FABRICATIONAND STARTOF
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONIC (I.E. @ GABLE END) TO HAVEA '.
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND
MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
21.4.
LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
VINYL CONTROL JOINT IN STUCCO.
14.4.
SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT
FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ETC.:
34.3.
EXTERIOR T&G WOOD CEILING. ATTACH 1x4OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
ROOFS OR STONE ON RAISED FLOORS.
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHEDTO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
15.
CAST-N-PLACE CONCRETE
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
15.1.
ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIEDIN
WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) -
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD
BEAMS AND SLABS
21.5.
GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 ATSIMPLE SPANS AND
15.2.
CONCRETE PROPORTIONING, PLACING, FINISHING ANC
CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI,
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE I
PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
Fc (PERPENDICULAR)
= 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE
STRENGTH:
LATEST AMERICAN
INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL
-
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE
MIN UNO
BEAR AN APPROPRIATE
GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE
MIN UNO
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE
MIN LINO
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP.
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO
IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
-15.3.
CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6
INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT
ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF
5 INCHES AND A MINIMUM OF 3 INCH.
WITH MINIMUM CAMBER STATEDABOVE
{5.4.
COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI
18-14, ACI-315
21.6.
LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S
15.5.
ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR
RADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
INSTRUCTIONS.
ARRANGEMENT AND BENDING OF REINFORCING STEEL
SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
21.7.-
END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TOCONC
THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING
STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON @ 32"
BEAM OR COLUMN SPAN, IFA SPLICE IN SPAN IS UNAVOIDABLE,
FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF .
OC/8" ENDS.
NOT NOTED VERIFY W/ ARCHITECT
''.
21.8.
ALL WOOD NAILING AS PER FBC R 602.3 UNO.
- 15.6.
CHECK ALL DRAWINGS AND APPLICABLE MANUFACTUR..
R'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC.,
PRIOR'TO PLACING CONCRETE.
22. PLYWOOD SHEATHING:
15.7.
PROTECT FRESHLY PLACED CONCRETE FROM PREMAI
URE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
22.1.
ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
-
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED
FROM THE CONCRETE SURFACE AFTER -
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST
OR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
22.2.
UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
PROCEDURES. PERFORM CURING OF THE CONCRETE
BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
MOISTURE RETAINING COVER CURING OR BY COMBINATION
THEREOF.
22.3.
FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
15.8.
SEE THE DRAWINGS FOR CONCRETE COVER FOR REIN
FORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
'
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
THAN THAT REQUIRED BY ACI318:
22.4.
FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED
TO EARTH; 3"
WITHIN 4' OF EAVES/RIDGES/GABLES.
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS
AND SMALLER, 1 1/2" INCHES; #6BARS AND LARGER, 2"
' 22.5.
FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
-
15.9.
CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL E
E AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
SPACE FASTENERS 6" FIELD, 6" EDGE.
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN O
PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
22.6.
FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.:.
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH
THAT THE ENCLOSED AREA DOES NOT EXCEED 260
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
SQUARE FEET. POST -TENSIONED CONCRETE SLABS 014
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 DRAW ,
GS REQUIRE PRIOR APPROVALOF 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 B
PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENING
,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 START ATA 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.
ABBREVIATIONS:
AB ANCHOR BOLT
A/C AIR CONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICAL TILE
B.M. BENCH MARK
BM BEAM
BC BOTTOM CHORD
BILK BLOCK
BO BY OWNER
BOTT BOTTOM
BP BOTTOM PLATE
CJ CONTROL (CONSTRUCTION) JOINT
CL CENTER LINE
CLG CEILING
CUR CLEAR
CMU CONCRETE MASONRY UNIT
CO CONNECTOR
COL COLUMN
CONIC CONCRETE
CONT CONTINUOUS
CU CONDENSING UNIT OR COPPER
CW COLD WATER
CXN CONNECTION
D NAIL SIZE (PENNY)
DF DRINKING FOUNTAIN
DIA DIAMETER
DIM DIMENSION
DISP DISPOSAL
DN DOWN
DR DRYER
DTL DETAIL
DW DRIVEWAY
'E' EXISTING
EA EACH
EJ EXPANSION JOINT
EL BUILDING ELEVATION
ELECT ELECTRICAL
ELEV ELEVATOR OR ELEVATION
EW EACH WAY
EWC ELECTRIC WATER COOLER
EWH ELECTRIC WATER HEATER
EXP EXPOSED
EXT EXTERIOR
EXTG EXISTING
F1 FOOTING #1
FA.FASTENER
FID ! FIELD (FLOOR) DRAIN
FE FIRE EXTINGUISHER
FF FINISH FLOOR
FIN FINISH
FLR FLOOR
FP FIRE PROTECTION
EPS EXPANDED POLYSTYRENE
FTG FOOTING
FT FOOT (OR FEET)
GALV GALVANIZED
GFI GROUND FAULT INDICATOR
GSF GROSS SQUARE FEET
GWH GAS WATER HEATER
GWB GYPSUM WALLBOARD
HB HOSE BIB
HC HOLLOW CORE
HDG HOT DIPPED GALVANIZED
HORIZ HORIZONTAL
HW HOT WATER
HWH HOT WATER HEATER
IN INCH
INT INTERIOR
JT JOINT
MAX MAXIMUM
MEP MECH/ELECT/PLUMB
MFR. MANUFACTURER
MIN MINIMUM
MO MASONRY OPENING
MW MICROWAVE
NIC NOT IN CONTRACT
NITS NOT TO SCALE
NSF NET SQUARE FEET
L-1 LINTEL #1
LF LINEAL FOOT
OA OVERALL
OC ON CENTER
OAS OR APPROVED SIMILAR
PIL PROPERTY LINE OR PLATE
PLY PLYWOOD
PT PRESSURE TREATED
PVC POLYVINYL CHLORIDE
R RADIUS
R/A RETURN AIR
RCB REINFORCED CONCRETE BEAM
RCC REINFORCED CONCRETE COLUMN
RD ROOF DRAIN
REF REFRIGERATOR
REINF REINFORCING
REQ REQUIRED
RIW RIGHT-OF-WAY
RTU ROOF TOP UNIT
S. SIMPSON (MFR)
SBS STYRENE BUTADIENE STYRENE
SEL SITE ELEVATION
SF SQUARE FOOT
SIM SIMILAR
SK SINK
SOG SLAB ON GRADE
Ss STAINLESS STEEL
STAG STAGGERED
TBD TO BE DETERMINED
TC TOP CHORD
THE TO MATCH EXISTING
TOB TOP OF BEAM
TOB TOP OF COLUMN
TOS TOP OF SLAB
TP TOP PLATE
TPO THERMO PLASTIC OLEFIN
TYP TYPICAL
UG UNDER GROUND
UNO UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VERT VERTICAL
VTR VENT THRU ROOF
W/ WITH
WA WASHER MACHINE
WP WATERPROOF
WD WOOD
WWF WELDED WIRE FABRIC/MESH
# POUND OR NUMBER
REVIEWED FOR
CODE COMPLIANCE
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