HomeMy WebLinkAboutBuilding Plans 12-21-21ATTIC VENTILATION CALC
MIN CITY OF
• AREA RATIO AREA REQ SOFFIT VENTS
FRONT PORCH 617 SFJ 150 592 SI 51 82 LFI 16 LF
REAR PORCH 383 SFI 1501 368SIl 3 48 LF1 6 LF
GARAGE 563 SF 150 540 SI 5 32 LF 6 LF
1'd/11RXRX1M12111
i2/2r/zt
THICKNESS
ON FLOOR
ID
DESCRPTION
SPECS
PLAN
FLOOR PLAN- DIMENSIONED
PROJECT SPECS:
1. INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHE,' & GARAGES.
R-13 BATT @ GARAGESEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES.
SLOPE AS PER ELEV
METAL OVER PEEL/STICK OVER 5/8" CDX PLY OVER PE WOOD _
ROOF TRUSS AS PER FRAMING PLAN.
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER PROJECT SPECS
SEE FRAMING PLANS OR
CONNECTOR SCHEDULE
METAL DRIP OVER PT WOOD DRIP OVER
2x8 CEDAR FASCIA TO TRUSS ENDS W/
(2) #16d NAIL, -5.5" TRUSS HEEL
UNVENTED ALUM SOFFIT PANELS
LINTELS PER DOOR/WINDOW/LINTEL SCHEDULE
STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC
W/ CONT CMU BOND BEAM TOP (2) COURSES W/ #5
REBAR EA COURSE- 1/2" OR 5/8" GWB OVER OVER 3/4"
FURRING STRIP. GARAGE WALLS TO BE UNINSULATED &
UNFINISHED.
WALL REINF AS PER NOTE 16.8/GN-1.
DOWELS PER NOTE 17.2 GN-1.
PROJECT SPECS: A-1
GENERAL NOTES: GN-1
FOOTING PER FOUNDATION PLAN &
FOOTING SCHEDLE- REINF PER
FOOTING SCHEDULE
GRADE AS PER SITE PLAN
TYP WALL SECTION
SCALE: 1/2"= V-0"
SEE ELEVS
Y
1/2" OR 5/8" GWB OVER WOOD PE TRUSS BC.
GARAGE HOUSE
F3
OPTIONAL CJ/EJ
MONO & STEP
M
OPTIONAL CJ/EJ
* W
° MONO fill CURB/ RECESS
_ ° e
! SOG/FILLICOMPACTION PER
l FOUNDATON PLAN AND NOTE 17/GN-1
9
W
SHEET INDEX
A-1
floor plan
A-2
elevs
A-3
foundation/ framing
A-4
elect, plumb
GN-1
general notes
PROJECT DESCRIPTION
NEW 1 STORY SF RESIDENCE.
ZONING INFORMATION:
PARCEL ID: 3402-607-0239-000-0
RS-3 (ST LUCIE COUNTY)
FLOOD ZONE: X
FORMATION:
gas: n/a
sewage: septic
potable water: public
AREA CALCULATIONS:
conditioned living area
1,991 Sf
garage
563 sf
front porch
617 sf
rear porch
383 sf
total building area
3,554 sf
conditioned volume
18,915 cf
FDOH in St. Lucie County
Environmental 'Health
Site Plan Approved for Construction
Supersedes All Previous Site Plans for
OSTDS C-7-37qvy & Well #
Date: IZ/ 247d /l
Reviewer! _
DOOR/ LINTEL SCHEDULE
DESCRIPTIONACTUAL
D1 31 41.7
3-0 8-0 CC 8RF14-1B/1T
IS, SWING, GLAZED
D2
31.9, -41.7
6-0 8-0 CC 8RF14-1B/1T
I D. SWING, GLAZED
D3
28 2, -31.5
16-0 8-0 CC 8F16-iB/2T
I SECTIONAL OVERHEAD
SEE GEN NOTE 26. CC= CASTCRETE
WINDOW/
ACTUAL
W1 33.4, -44.8 ( ) 3-0 5-2
:•
8-0
LINTEL SCHEDULE
TYPE NOTES
CC 8F164BAT (2) S. HUNG
W2
33.4, -44.8
3-0
5-2
8-0
CC 8F16-18/1T
S. HUNG
W3
33.4, -44.8
(2) 3-0
5-2
8-0
CC 8F16-1B/1T
(2) S. HUNG
W4
33.4, -44.8
3-0
5-2
8-0
CC 8F36.1B/1T
S. HUNG
WS
33.4, -44.8
(2) 3-0
5-2
8-0
CC 8F16-1B/1T
(2) S. HUNG
EGRESS
W6
33.4, -44.8
(2) 3-0
5-2
8-0
CC 8F16-1B/1T
(2) S. HUNG
EGRESS
W7
33.4, -44.8
3-0
4-6
8-0
CC 8F16-1B/1T
IS. HUNG
W8
33.4, -44.8
3-0
2-0
8-0
CC 81`16ABAT
FIXED
W9
33.4, -44.8
2-8
5-2
8-0
CC 8F16-1B/1T
S. HUNG
EGRESS
W10
133.4, -44.8
2-8
5-2
8-0
CC 8F16-1B/1T
IS. HUNG
SEE GEN NOTE 26. CC= CASTCRETE
PRODUCT APPROVAL AFFIDAVIT
GLASS
ITEM TYPE ID,BUILDING DP, PR PRODUCTD, TYPE, MODEL,,,°•
,
OVERHEAD ALL 31.9, -41.7 36,-44 N/A DAB ANY
NOA 20-0107.06
S. SWING, GLAZED
ALL
31.9, -41.7
50, 50
IMPACT
16Id Wen
ANY
FL 16674.2
SWING, GLAZED
ALL
31.9,-01.7
50, 50
IMPACT
leld Wen
ANY
FL 16674.4
ADOORD.
FIXED
ALL
33.4,-44.8
55,55
IMPACT
Jeld Wen
ANY
FL 14088.3
S. HUNG
ALL
33.4,-44.8
65,-70
IMPACT
Jeld Wen
ANY
FL 14095.1
S. HUNG
ALL
33.41-44.8
65, 70
IMPACT
Jeld Wen
ANY
FL 14095.4
WINDOW
IMULUON
IALL
144.8
157
1 N/A
lJeld Wen
I1x3
I FL 11870.1it-clip
w/ (4) .25"x1.5' embed ea clip
ROOFING
UNDERLAYMENT
ALL
N/A
N/A
N/A
Owens Corning
WeatherLock
NOA 18-0523.02
self adhered
-56.1 geld, -
ROOFING METAL ALL 78.8 edge -166 N/A Dynamic Metals 1500
FL 27499.12
clip @ 16" oc/ 4" ends
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.
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 pres{Tares.
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 wi8d loads and forces specified by current code provisions.
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8/27/21
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SCALE: 1/4"= V-0"
RIGHT ELEVATION
SCALE: 3/16"= 1'-0"
LEFT ELEVATION
SCALE: 3/16"= T-0"
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SCALE: 3/16"= 1'-0"
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8/27/21
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REAR ELEVATION
SCALE: 3/16"= 1'-0"
ROOF PLAN
SCALE:NTS
FOOTING SCHEDULE
CNECTION (CXN) SCHEDULE
ON
ACTUAL
CONNECTED�CTUAL
ELEMENTS REACTIONr UPLIFT GRAVITY CONNECTOR ID
AIltrussto on eam
locations uno truss
CO-1
valley truss to ea supporting
truss
truss
CO-6 or CO-7
truss GR2
truss
CO-8
truss GRA
18,27
truss
CO-9
truss GRB
18
truss
CO-9
truss GRBl
truss
CO-9
1. Connector ID references the connector (CO) schedule.
2. All loads are checked by architect, loads left blank were checked but are not required to be listed.
3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
4. If 'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified use
connector for all nesessary points.
CONNECTOR(CO)SCHEDULE
ALLOW ALLOW
ID CONNECTED ELEMENTS UPLIFT GRAVITY QTY MFR MODEL FASTENERS
CO-1 see CXN sched 1810 1 Simpson HETA 20 To truss w/ (9) 10d x 1.5"
CO-2
see CXN sched
2035
2
Simpson
HETA 20
To single ply truss w/ (10) 10d x 1.5"
CO-3
see CXN sched
2500
2
Simpson
HETA 20
To multi ply truss w/ (12) 16d
To conc w (4) .25' x 2.25" tapcon. To truss w/ (10)
CO-4
missed or misplaced co-1
1175
1
Simpson
HTSM20
30d x 1.5"
To conc w (4) .25' x 2.25" tapcon. To truss w/ (10)
CO-5
missed or misplaced co-1
2350
2
Simpson
HTSM20
SOd x 1.5"
To valley truss be w (3) 10d x 1.5". To supporting
CO-6
see CXN sched
370
1
Simpson
VTCR
truss tc w/ (4) 10d.
To valley truss be w (4) 10d x 1.5". To supporting
CO-7
see CXN sched
500
1
Simpson
MST12
truss tc w/ (4) 10d x 1.5.
To truss w (16) 10d. To conc w (2) 5 8" TR epoxied
CO-8
see CXN sched
10980
1
Simpson
HGT-2
12" into bond beam.
To truss w (22) 10d nails. To conc w 5 8" TR epoxied
CO-9
see CXN sched
1 39651
11
Simpson
IMGT
12" into bond beam
1. Refer to connection CXN schedule for connector locations.
2. 'CITY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, refer to drawings.
CAST-CRETE LINTEL DIAGRAM
r F = FILLED WITH GROUT / U = UNFILLED
1 r QUANTITY OF #5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY FOR
GRAVITY LOAD
8F16-1 B/1 T
NOMINALWIDTH-
QUANTITY OF#6 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT
COMPOSITE U-LINTEL FOR
UPLIFT LOAD
#5 FIELD ADDED REBAR AT
TOP OF COMPOSITE
U - LINTEL MIN. (1) REQ'D
1.112" CLEAR
w
FIELD PLACED C.M.U.
x
J
a i
m i
GROUT
05 FIELD ADDED REBAR AT
#
BOTTOM OF U-LINTEL CAVITY
BOTTOM REINFORCING
7-6/S"ACTUAL
PROVIDED IN U-LINTEL
8"NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
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
HiWind MASONRY SILL BY CASTCRETE
EXT "1i:`; INT
TYP OPENING BUCK DETAIL
SCALE: 1"= V-0"
HORIZ BOND BEAM STEEL
CONT BAR TO MATCH HORIZ OR CORNER
BARS W/ 25" LAP MIN
COURSE/STEEL OTY/SIZE PER SPECS,
USE BEAM OR KNCKOUT BLOCK °"rift
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r
HORIZ BOND BEAM STEEL
SECTION ELEVATION CHANGE- ELEVATION VIEW
CORNER BAR W/ 25" LAP MIN )
°s TO MATCH HORIZ SIZE, CITY I>
HORIZ STEEL
Ip
INTERSECTION. PLAN VIEW CORNER- PLAN VIEW
BOND BEAM/ LINTEL CONTINUITY DETAILS
SCALE: NTS
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8/27/21
SHEET
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4 <OP
AR97108
FOUNDATION/SLAB PLAN
SCALE: 1/4"= V-0"
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DETACHED GARAGE/SHED ELECT PLAN
SCALE: 3/16"= T-0"
SK 1.5" AAV
DWV PLUMBING PLAN
SCALE: 1/8"= T-0"
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L 171
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ELECT PLAN NOTES:
1. SEE GENERAL NOTES 27 ON GN-1.
2. GFI PER PLAN & GEN NOTE 27.4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER,
DISHWASHER, GARAGE DOOR OPENER.
3. PROVIDE DISCONNECTS FOR WATE'--R HEATER, CU, AHU
4, ALL 120 VOLT BRANCH CIRCUITS SL)pPLYING RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING
ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION
ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED
ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF
THE BRANCH CIRCUIT (NEC 210.12(8)).
L1--------------- L1 ----------------- U1-----------------L1
I I
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_> FL
L1 L1-------------- L1----------------L1
LU ` N
W �\ W
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Et
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-------------------------
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---— L1
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L1=_--------------L1-------------------------L1
---------------------
L1--------------------
L1
L11
.ECT PLAN LEGEND
ELECT PLAN
SCALE: 3/16"= V-0"
120V DUPLEX RECEPTACLE
120V GFCI DUPLEX RECEPTACLE
120V RECEPTACLE recessed for tv
120V GFCI DUPLEX RECEPTACLE- soffit
120V GFCI DUPLEX RECEPTACLE w/ water protected box
240V RECEPTACLE- gene backfeed w/ panel lockout
120V RECEPTACLE- floor
PANEL FOR RV: 120V- 20A GFI, 240V- 30A & 50A
ELECTRIC FOR LABLED APPLIANCE
RECESSED CAN LIGHT
FLUSH MOUNT CLG LIGHT
FLUSH LED STRIP LIGHT
VANITY WALL LIGHT
SHOP LIGHT
CHANDELIER LIGHT
PENDANT LIGHT
UNDER CABINET LIGHT
EXTERIOR WALL SCONCE
WALL MOUNT READING LIGHT
EXTERIOR MOTION DETECTOR LIGHT
RECESSED CAN LIGHT- wet location
RECESSED CAN LIGHT- exterior soffit
LIGHT SWITCH
EXHAUST FAN- vent to roof if vented soffit, soffit if unvented
EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit if unvanted
FAN/ LIGHT COMBO
FAN W/O LIGHT
JUNCTION BOX
SMOKE/CO2 DETECTOR- interconnected, hardwired w/battery
TELEVISION CABLE
NEW METER
•Qm m0 VO
N U N J U J
aQ nQ nQ
�o do 30
GEC TO CWP, UFER,
INTERSYSTEM
NEW
UNDERGROUND
WIRE SIZE BY ELECTRICAL
CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
a3i
c
Electric Load Calculation
220.12 General Lighting Load
L11
E5
L 171
3 valfe of floor area, Including unused space adaptable for future use.
Floor Area= 1991 to 5,973 va
Basement Floor Area = ft° va
220.52(A) Small Appliance Load
1500 va for each 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen,
pantry, breakfast room, dining room, or similar areas.
# of Small Appliance Branch Circuits= '1500 va= 3,000 va
220.52(8) Laundry Load
# of Laundry Branch Circuits= "1500 va= 1,500 va
Total General Lighting & Appliance Load- 10,473 va
220.42 Lighting Load Feeder Demand Factors
220.54
220.55
220.61
First 3000 or less at t00% 3,000 ve
From 3001 to 12o,000 at 35% 2,616 va
Remainder over 12o,000 at 2S% - va
Total Lighting Demand Loatl= 5,616 va
Electric Clothes Dryers
city I Electric Dryer#1 5.00 kw 5,000 w
Ory o Electric Dryer #21 kw w
Electric Cooking -Ranges, Stove Tops and Wall Wens
Ory
OtY kw
Otykw
Electric Cooking Demand Load= 10,400 w
Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat#a 10.0 kw AC#i/Geo 16 SEER 4Ton 5.1 kva
Fixed Electric Space Heat#a kw AC#a/Geo kva
Fixed Electric Space Heat#3 kw AC#3/Geo kva
Fixed Electric Space Heat #4 kw AC#4/Geo kva
Fixed Electric Space Heat#5 kw AC#5/Geo kva
Total Heat & AC Load = 15,078 va
220.14 Appliance load--Dweliing Units
ON Deserintinn vslumea\
0
1
Dishwasher
1,2W
1
Refrigerator
1,440
i
Microwave
I'M
0
0
0
1
Electric Range Nameplate
8.00
1
Wall Oven Nameplate
8.00
0
QN Description vaiwags)
Total Connected Appliance Load =
31,220 va
220.53
Appliance load -Dwelling Units
Total Appliance Demand Loatl=
23,415 va
220.50
Motor Loads @120 Volts
OtY
Description va(watts)
Description vs(watts)
i 3/4hpPol*Spa Pump 563
o
112hpG "Iage DiBposa 375
_
0
i i/2hpG. rDOorOpener 375
0
0
0
Total Motor Load =
1,313 va
430.24
Several Motors or a Motors) and Other Load($)
25%of Largest Motor Load =
141 va
Total Motor Demand Load=
IA54 va
TOTAL CALCULATED DEMAND LOAD In Volt-amperes =
60,962 va
TOTAL CALCULATED DEMAND LOAD In AMPS ,@1201240V iph3W -
254 amps
EXISTING §ERVICE SRE NEW AMPS
MINIMUM§ERVICE SRE 400 AMPS
SERVICE SIZE REQUESTED=
400 amps
3
C r O O = rn
LB
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C
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Leo tJi.
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w
0
w
0
❑
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w
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0
w
W❑
U
�
Z
�
W
_
M
V
(/l
J
G
Z
W
/ `?- � N01S P. LIFe
_. AR97108 ,
Note: Electrical contractorto verify accuracy and completenessof load calculation. HVAC specs are esitimates only
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 160mph (ult), risk cat 2, exp C, wind borne debri region, .18 enclosed design
FROST DEPTH: 12"
THE DESIGN APPROACH FOR MASONRY ROLLED STEEL AND LIGHT
WEIGHT
STRUCTURAL
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(slope24:12)
ROOF DEAD LOAD
10 PSF TC (shingles, metal, modified bitumen)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
(SEE DRAWINGS)
FLOORDEAD LOADS
D OAD
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 pit
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
WIND PRESSUR
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA (SF)
160
1
10.0
24.9
-56.1
1
20.0
21.5
-56.1
1
50.0
16.9
-43.3
1
100.0
13.6
-33.4
2r
10.0
24.9
-73.1
Hip Roof
2r
20.0
21.5
-65.8
to
de 720
deg
2r
50.0
16.9
-56.3
2r
100.0
13.6
-49.0
2e, 3
10.0
24.9
-78.8
2e, 3
20.0
21.5
-70.9
2e, 3
50.0
16.9
-60.4
2e, 3
100.0
13.6
-52.4
Wall
4
10.0
33.4
-36.3
4
20.0
31.9
-34.7
4
50.0
30.0
-32.8
4
100.0
28.4
-31.2
4
500.0
24.9
-27.7
5
10.0
33.4
-44.8
5
20.0
31.9
-41.7
5
50.0
30.0
-37.8
5
100.0
28.4
-34.7
5
1 500.0
1 24.9
-27.7
Garage
Door
9'xT
I
1 29.4
-33.3
16'x7'
I
1 28.2
-31.5
1.21 adjustment factor used
m
o.sn y�
f
-
_1
r -
c
, I
a
I I
I I
I I
101
0
I I
too
I I
I I e.l
1 1
G.WU-1-
1 � -
-
- J I
-
- J I
MAN
Gable and Flat R�oaN_1y_e:55_7°_.L__�_ _� I I
1 � ,
_, 1 J M
,
GLOM and Flat ROOK 7" <e S 45"
PLIVN
ft Roo6 T < a S 45"
walls
a -'
T_�_ III
1
�%.anan
e
h
a-'--
F1 FI 1, My I
GENERAL NOTES- residential
1.
CODE COMPLIANCE:
16. CONCRETE MASONRY:
23.
PE TRUSSES:
ABBREVIATIONS:
1.1.
This project was designed under t following s. T
p ! g u e he o owing code he construction documents cannot reference all of the codes require for the
16.1.
CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13lASCE 5-13frMS 402-13, "BUILDING CODE REQ FOR
23.1.
CONFIGURATION
FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND C N IGURATION BEFORE MODIFYING EXISTING
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".
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY
AB
ANCHOR BOLT
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 If DESIGN) UNO:
FROM THE ENGINEERAND ARCHITECT.
A/C
AIR CONDITIONER
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 CONSTRUCTING.
AHU
AIR HANDLING UNIT
-2020 FBC: RESIDENTIAL, 7th ad -2017 NATIONAL ELECTRIC CODE
-MORTAR STRENGTH = 1800, TYPE S
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
-2020 FBC: ENERGY CONSERVATION, 7th ed -ASCE 7-16
-GROUT STRENGTH = 2000
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECTS SEAL WILL NOT BE APPLIED.
16.3.
GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A
23.4.
TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
B.M.
BENCH MARK
2.
ALL GENERAL NOTES
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
BM
BEAM
2.1.
THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
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
BC
BOTTOM CHORD
CONFLICT NOTIFY ARCHITECT. THESE DRAWINGS IN CONJUNCTION H T
WITH OTHER SUBMITTALS, REPORTS, OR
E
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL 8E FILLED SOLID WITH
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BILK
BLOCK
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
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
g0
BY OWNER
DOCUMENTS.
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS-TO-
BOTT
BOTTOM
2.2.
THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
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
BP
BOTTOM PLATE
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
AND BUILT TO 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
2.3.
GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
CJ
CONTROL CONSTRUCTION JOINT
(CONSTRUCTION)
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIESAND/OR CONFLICTS IN THE
E
16.5.
REINFORCING BA E
FORC NG BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE, AND
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
CL
CENTER LINE
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
CLG
CEILING
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
NOT MOVE DURING GROUTING.
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
CLR
CLEAR
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
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
CMU
CONCRETE MASONRY UNIT
2.4.
NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
16.7.
CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
CO
CONNECTOR
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE A
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
COL
COLUMN
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
EQUIPMENT, AND SHALL DESIGNED TO RESISTALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
CONIC
CONCRETE
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
16.8.
WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CONT
CONTINUOUS
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
CU
CONDENSING UNIT OR COPPER
3.
ARCHITECT & CONTRACTOR RELATIONSHIP
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.
CW
COLD WATER
3.1.
UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
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
CXN
CONNECTION
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
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
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
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
D
NAIL SIZE (PENNY)
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
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.
DF
DRINKING FOUNTAIN
ACCEPTING LIABILITY THAT MAY ARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW.
23.8.
FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DIA
DIAMETER
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
16.9.
REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS.
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DIM
DIMENSION
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
DISP
DISPOSAL
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO
LENGTH IS +/- AS LONG AS MIN ERG IS MET. DOORIWINDOW LINTELS CAN BE DEEPER(TALLER) THAN
APPROVAL.
DN
DOWN
DIFFERENT THAN THE ARCHITECT.
SPECIFIED BUT NOT SHORTER.
DR
DRYER
16.10.
UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
24.
CONNECTORS/FASTENERS:
DTL
DETAIL
4.
WORKMANSHIP:
CONTROL CRACKING.
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
DW
DRIVEWAY
4.1.
ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
16.11,
BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
RESPECTIVE TRADES.
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
24.2.
UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH Z THE DOCUMENTED UPLIFT
'E'
EXISTING
CHANGES IN BOND BEAM ELEVATION.
VALUE IS Z SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
EA
EACH
5.
COORDINATION:
16.12.
ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC WI (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
EJ
EXPANSION JOINT
5.1.
THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
NOT SPLIT WOOD, USE MINIMUM NAIL OTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EL
BUILDING ELEVATION
5.2.
A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
17. FOUNDATIONS:
EITHER UNLESS SPECIFIED BY ARCHITECT.
ELECT
ELECTRICAL
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FARAS IT AFFECTS THE TRADES. ALL TRADES SHALL
17.1.
BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILL TO BE CLEAN
ELEV
ELEVATOR OR ELEVATION
INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT,
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
26.
EXTERIOR DOORS AND WINDOWS:
EW
EACH WAY
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
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
EWC
ELECTRIC WATER COOLER
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
SPECIFICATION/ PRODUCT APPROVAL.
EWH
ELECTRIC WATER HEATER
7.
CONDITIONS NOT DETAILED:
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
EXP
EXPOSED
7.1.
CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
HARD NAILS OR T NAILS @ 12"W END. PT 2x BUCK: ATTACH TO MASONRYICONC W/ADHESIVE &
EXT
EXTERIOR
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
RECESSED 1/4"x3 1/4" MIN TAPCON @ 12"A" END.
EXTG
EXISTING
CONDITION NEED ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
S
For #5: MINIMUM 30"LAP W 1 "
U LA / 0 HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
26.3.
MIN OVERHEAD DOOR BUCK: 2x6 @SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE DETAILED SPECIFICATION FOR A CERTAIN PRODUCT,
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
ENDS. WEDGE ANCHOR TO BE 1l2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
F7
FOOTING #1
CONTRACTOR MAY REQUEST SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE GENERIC
17.3.
BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10110 WWF MIN WITH MESH UP CHAIRS OVER 6-
TAPCONS STAG @ 24- OC.
FA
FASTENER
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
FD
FIELD (FLOOR) DRAIN
BYARCHITECT.
SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANT CORNERS.
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
FE
FIRE EXTINGUISHER
17.4.
CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
26.5.
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
FF
FINISH FLOOR
S.
VERIFY SITE INFORMATION:
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
FIN
FINISH
8.1.
CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
MATCH LONGITUDINAL REBAR.
PER FBC R 302.5.1.
FLR
FLOOR
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
17.5.
SUGGESTION TO PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
26.7.
FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
FP
FIRE PROTECTION
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
BELOW ALL INTERIOR SLABS -ON -GRADE.
26.8.
GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25
EPS
EXPANDED POLYSTYRENE
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
17.6.
SOILAND SUBGRADE IS TO BE TERMITE TREATED.
26.9.
SIZES ARE NOMINAL AND CAN VERY +/- 2" IN SIZE IF EGRESS IS NOT EFFECTED.
FTG
FOOTING
17.7.
SLAB FINISHES UNO:
FT
FOOT (OR FEET)
9.
PRIOR TO ANY EXCAVATION WORK:
-MAIN BUILDING: STEEL TROWEL FINISH
27.
ELECTRICAL & LIGHTING NOTES
9.1.
THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
27.1.
PLANS ARE SCHEMATIC. EXACT LAYOUTISIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
GALV
GALVANIZED
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR. IF LAYOUT/SIZING IS PROVIDED
GFI
GROUND FAULT INDICATOR
A LAFFECTED TILITY PANIESAND INFORM THEM OF
UTILITIES AND OWNER. CONTACT LU COM HE IMPENDING
17.8.
GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/8"/FT.
ELECTRICAL CONTRACTOR TO VERIFY.
GSF
GROSS SQUARE FEET
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
17.9.
CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
27.2.
ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
GWH
GAS WATER HEATER
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
27.3.
PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
GWB
GYPSUM WALL BOARD
10.
DIMENSIONS:
17.10.
RECESS SGD &GARAGE DOOR THRESHOLDS 3/4"-VERIFY EXACT DIMENSIONS WITH SUJ PLIER/MFR.
27.4.
PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
10.1.
DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS.
17.11.
COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
27.5,
ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
HS
HOSE BIB
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
17.12.
SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
HC
HOLLOW CORE
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
HOG
HOT DIPPED GALVANIZED
DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR
18. STRUCTURAL STEEL:
27.8,
PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA.
HORIZ
HORIZONTAL
WORK TO EXISITING BUILDINGS.
18.1.
ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36AND THE "SPECIFICATION FOR THE
HW
HOT WATER
DESIGN, FABRICATIONAND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
28.
PLUMBING:
HWH
HOT WATER HEATER
11.
HEIGHT ELEVATIONS:
H GHT
INSTITUTE OF STEEL CONSTRUCTION, A PIP A - TYPE F =
S CO STRUC ION. ALL STEEL E SHALL CONFORM TO ASTM A 53 E 35
1
28..
PLANS ARE SCHEMATIC. ACTUAL LOCATION MATERIAL,
,AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
11.1.
BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION U-0" (BUILDING ELEVATIONS MAY
KSI).
BE DETERMINED BYA LICENSED PLUMBER, IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO
IN
INCH
I
B NOTED A "BLDG EL. " OR "EL. " OR "AFF. "ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
E NO S G )
18 .2.
ALL SHOP CONNECTIONS T E WELDED AND FIELD CONNECTIONS N T BE BOLTED N OTHERWISE
O S O B EL C O S 0 OL ED UNLESS HER SE
VERIFY.
INT
INTERIOR
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION SITE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1.1
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BYA LICENSED SEPTIC
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A
"STRUCTURAL WELDING CODE". USE E70XX ELECTRODES LINO,
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
JT
JOINT
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL OR "_ NAVD" OR "+X.X' ". CONSULTARCHITECT
18.&
ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
_"
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
18.4.
ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTSAND HARDENED
MAX
MAXIMUM
WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
29.
ROOF PENETRATIONS:
MEP
MECH/ELECT/PLUMB
12.
AMBIGUITY:
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
MFR
MANUFACTURER
12.1.
IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
INSTITUTE OF STEEL CONSTRUCTION.
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MIN
MINIMUM
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
18.5.
ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 ORA307 (THREADED ROD).
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
MO
MASONRY OPENING
12.2.
IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
18.6.
SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
MW
MICROWAVE
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
18.7.
GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
31.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
NIC
NOT IN CONTRACT
13.
FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS:
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
NTS
NOT TO SCALE
13.1.
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE INCA) I PRODUCT APPROVALS ARE THE RESPONSIBILITY
19.1.
ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM, USE 20 GA STUDS
31.2.
FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
NSF
NET SQUARE FEET
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
31.3.
INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
GA.
31.4.
WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
L-1
LINTEL #1
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE ISA
LF
LINEAL FOOT
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONAND ARCHITECT'S SPECS,
20. HVAC:
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
VERIFY W/ ARCHITECT.
20.1.
N H T
PLANS ARE SCHEMATIC. MATI C EXACT LAYOUT/SIZING OF UNITS DUCTS RETURN D SUPPLY
U AIR GRILLES AN
32.1.
WEATHERING: NEGLIGIBLE TERMITE AREA: VERY HEAVY
OA
OVERALL
13.2.
SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN C CONFORMITY AN L 0 D GENERA CONFORMANCE TO
GRILLES ETC, SHALL BE DETERMINED BYA HVAC LICENSED CONTRACTOR. IF LAYOUT/SIZING IS PROVIDED
OC
ON CENTER
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
HVAC CONTRACTOR TO VERIFY.
33.
MISC:
OAS
OR APPROVED SIMILAR
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
20.2.
PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
38.2.,UARDRP
<;,S PER FBGP81=
PL
PROPERTY LINE OR PLATE
DOCUMENTS.
MANUFACTURER'S SPECIFICATIONS.
PLY
PLYWOOD
o.4.
'00.+.
E SYSTEMS ' BF nor ER FSG Ro22rte
fuvr' o, o � c,v,o i' a"re, AS PER
PT
PRESSURE TREATED
14.
GENERAL STRUCTURAL
21. WOOD FRAMING
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
PVC
POLYVINYL CHLORIDE
14.1.
ONCE SIGNED & SEALED BYARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION
21.1.
ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KD 19% (Fb FOR
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON.
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONALFOREST
33.6.
CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
R
RADIUS
14.2.
THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
R!A
RETURN AIR
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
RCB
REINFORCED CONCRETE BEAM
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
83.9.
RCC
REINFORCED CONCRETE COLUMN
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
WALLS) TO BE #2 S.P.F. OR BETTER.
THAN ^ 0998F AS PER rBG R392 12
RD
ROOF DRAIN
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
21.2.
ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
REF
REFRIGERATOR
AND SHORING SHALL BEDESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
34.
FINISHES:
REINF
REINFORCING
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
CCA.
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
REQ
REQUIRED
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
21.3.
SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
RIW
RIGHT-OF-WAY
PHASE LOADS.
-2x4-10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
SEPARATION WALL TO HAVEA MINIMUM OF ONE 112" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
RTU
ROOF TOP UNIT
14.3.
THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
34.2.
EXTERIOR LATH AS PER FBC R703.7.VASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN, 5/8"
S.
SIMPSON (MFR)
14.4.
SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
-200- 4 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
SBS
STYRENE BUTADIENE STYRENE
ROOFS OR STONE ON RAISED FLOORS.
-2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONIC (I.E. @ GABLE END) TO HAVE
SEL
SITE ELEVATION
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLYSPACER USED
VINYL CONTROL JOINT IN STUCCO.
SF
SQUARE FOOT
15.
CAST -IN -PLACE CONCRETE
21.7.
END STUDS OF EXTERIOR FRAME WALL CH TO CONC
OR DESIGNATED INTERIOR SHEAR WALLS TO
34.3
T
EXTERIOR T&G WOOD CEILING. ATTACH tx4 OR tx6 BOARD W/ 2' 16GA FINISH NAIL EA RAFTER/JOIST/BC.
SIM
SIMILAR
15.1.
ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS, FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON @ 32"
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
SK
SINK
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
OC/8" ENDS.
SOG
SLAB ON GRADE
15.2.
CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA
21.8.
ALL WOOD NAILING AS PER FBC R 602.3 UNO.
SS
STAINLESS STEEL
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STAG
STAGGERED
STRENGTH:
22. PLYWOOD SHEATHING:
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO
22.1.
ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
TBD
TO BE DETERMINED
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
TC
TOP CHORD
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO
22.2.
UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
THE
TO MATCH EXISTING
-A G R A T PILE T B 0 PSI CONCRETE IN O
U E G S O E5 00 S CO C M UN
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING PLYWOOD
OC NG FOR ALL EDGE NAILING OVER LENGTH OF O
TOB
TOP OF BEAM
15.3.
CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
22.3.
FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
TOB
TOP OF COLUMN
ON -GRADE WHICH SHALL HAVE A MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH.
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. NAIL SPECS: ASTM F1667 RSRS-03 (21/x" x 0.131")
TOS
TOP OF SLAB
15.4.
COMPLY WITH ALL REQUIREMENTS OF ACI 117-10. ACI 318-14, ACI.315
22.4.
FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
TP
TOP PLATE
15.5.
ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
WITHIN 4' OF EAVESIRIDGES/GABLES.
TPO
THERMO PLASTIC OLEFIN
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
22.6.
FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
TYP
TYPICAL
THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
SPACE FASTENERS 6" FIELD, 6" EDGE.
BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
22.6.
FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
UG
UNDER GROUND
NOT NOTED VERIFY W/ ARCHITECT
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
UNO
UNLESS NOTED OTHERWISE
15.6.
CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
VB
VAPOR BARRIER
15.7.
PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
VERT
VERTICAL
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
VTR
VENT THRU ROOF
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
W!
WITH
MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF.
WA
WASHER MACHINE
15.8.
SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
WP
WATERPROOF
THAN THAT REQUIRED BY ACI318:
WD
WOOD
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
WWF
WELDED WIRE FABRICIMESH
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9.
CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
#
POUND OR NUMBER
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THATTHE ENCLOSED AREA DOES NOT EXCEED 260
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751)
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
15.11.
ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLYASH CONTENT.
15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON
THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP
BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING
15,13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCHITECT'S APPROVAL.
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general notes
8/27/21
SHEET
GN-1
.: -*-
AR97106 .
=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that
should be read and given special attention to all
persons installing trusses.
SPACING NOTE
All trusses are to be set 2'-0" on
center except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
Jal TO DETERMINE IF MULTIPLE PLY.
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Sp n or less
' Spre er Bar
60 degrees
or less
Tag line a*— 112 span �)/ Tag line —ApP 213 �� of
approx 1l2 of span,
REFER TO BCSI REFER TO BCSI
Truss must be set this way R crane is used. Truss must be set this way If crane is used.
Truss is an example, your truss may not match. Truss is an example, your truss may not match.
Insist crane operator sap truss this way. insist crane operator sets truss this way.
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
are installed.
A --
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
z`Do not s
nd on
trusses
until they are braced per BCSI
&
properly nailled to
straps
and
hangers !!
A ARI,RANG
WITH
CRANE
OPERATOR IN ADVANCE FOR
A
SPREADER BAR
OF 41'
- 46'
IN LENGTH!!
Assail—
L WARNING 1
The size of these trusses makes it necessary that they a set by a profeesional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing
in wood roof trusses about the safe erection of these trusses. The engineer should be at
the job site when trusses are erected to provide supervision and advice.
REPRESENTS THE LEFT SIDE OF
EACH TRUSS DRAWING
SEAT PLATES BY CHAMBERS TRUSS
REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRIED
TRUSS
CARRYING
TRUSS
HANGER ID
FASTENER FOR
CARRYING TRUSS
GRB1
GR2
THD26
1/2
E12-10d
18-16d
`Please refer to Standard Engineering package for general Instuction on instamng nangers
10d-0.148" x 3" 16:14.162" x 312"
Hatch Legend
WALL HEIGHT 9'-411
3-08-00
GR1
0
0
&
R
GR4
10-08-00
61-08-00
61-08-00
2-02-08
W
a
U)
0
0
0
943v
38-04-00
C�Zi
UNSUPPORTED JACK CONNECTION DETAIL
MT816 slurp (or equal) over Top Chord and! under Bottom Chord with tad x 1.5"
nails7 .,Is in Canner Jack; 7 in Hip Camer
Double straps for 5' Jacks
JACK
5'
Trwseos beginning "JU" and
other ,insupported truss should
be in- ailed this way.
PLUMB CUT END 2
2X4 TOP CHORD
WALL HEIGHT 9'-4" 4 r
END DETAIL: TYPICAL
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for
determining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
3. Unless written notice Is provided by certified mail to Chambers Truss within ten (10) days of delivery the
undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss
Shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.'
After 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has
the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
�e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
io redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
iesponsibe to Chambers Truss for loafing costs due to site conditions.
6. Price as shown in paragraph 7 below is subject to change if any charges are made in this layout. A $60 per hour I
flee for revisions may be charged by Chambers Truss. I
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss
reasonable atlomeys fee for collections in event of payment not timely made. 1-12 % per month service charge w it be
added for all sums not paid within terms.
B. Signature or inifials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideraflon of Chambers Truss extending credit for this material the undersigned unconditionally guarantees
payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
Undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the
recipient.
10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to'.
herein, the parties agree that the sole venue for any such action will be Saint Lurie County, Florida.
I 11. Design responsibilities are per luNational Standard And Recommended Guidelines On Responsibilifies For
construction Using Metal Plate Connected Wood Trusses ANSI/TPINPfCA 4 - 2002m
t2. Warranty is per Chambers Truss Warranty attached.
I
DATED
SIGNED
FOR TITLE
A spreader bar may be required per "BCSI'' to prevent injury & damage.
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse„
Temporary and permanent bracing are required and can save life and property l
and is the responsibility of the truss erector.
Study the contents of the information packet included on delivery before
setting trusses.
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
i I
Do not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
"TflMllcan er Tvenue
Fort Pierce, Florida 34982-6423
800.551.5932
Fort Pierce 772-465.2012 Fax 772.465.8711
Vero Beach 772-569-2012 Stuart 772-286.3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTFIUSS.COM
LOADINGIDESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 1e(M.6.1
DESIGN CRITERIA
County ST. LUCIE j
Building Department ST. LUCIE CO.
Wind Design Criteria ASCE 7-16 -
Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASIDE 7-16
Roofing Material Shingle or Shake
Loading in PSF Roof R.D.L. Floor
Top Chord Live 20 0
Top Chord Dead 10 4.2 0
Bottom Chord Live '10-Non Conccurent 0
Bottom Chord Dead 10 3 0
Total Load 50 7.2 0
Duration Factor 1.25 0
Wind Speed 160mph
Top Chord C.B. Sheathing by builder
Bottom Chord C.B. Sheathing by builder i
Highest Mean Height 15'
Building Type Enclosed
Building Category II: Non Restrictive
Exposure Category C>Open Terrain with scattered obstructions
Miles from Ocean 5
Conforms to Florida Building Code 2020
R.D.L=Restraining Dead Load C.6=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 77419
SCALE: 1 /4" = 1 I
151 total trusses, 45 unique designs
Designer: RAC Reviewed by: _
Date:04/13/21 Revised:0$/17/21
FOR
LORI ANN WINN
DESCRIPTION:
WINN
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
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