HomeMy WebLinkAboutBuilding PlansSHEET INDEX
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.SITE PLAN
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A-1
I sbe plan
M2
jbreezeway
A-3
gazebo
A-0
pole bam/stomge
AS
generslnotes
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ADONN IOOF A NEW BRE£]EWAY NEW UNPERMITIED yL ZZn -
GA2EEBO. NEW UNPERMITIED POLE MEN WE PORO ': 0� Ts
INSPECTCNS TO BE PERFORMED BYARCHNEOT, JUAN
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PRODUCT APPROVAL AFFIDAVIT
ITEM TYPE ID1
BUILDINGGLASS
DP 2 PRODUCT
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screw per approval @ 12"
ROOFING METAL PANEL GAZEBO
-64.1 -65 N/A
Metal Sales
26 ga 5V Crimp
FL 14645.3
lateral, 24" long&V*6.
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ROOFING IMETAL PANEL POLEBARN
1 -64.1 -69.7 N/A
jUnion Corrugating
129 ga Masterrib IFIL
9555.4
lateral,
24" long..".
2. If building dip are left blank- see door & window schedule or design pressure chart.
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specifically submitted for verification by contractor, they are assumed.
5. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures.
7. I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
SHEET INDEX
A-1
site plan
A-2
breezeway
A-3
gazebo
A-4
pole barn/ storage
A-5
general notes
PROJECT DESCRIPTION
ADDITION OF A NEW BREEZEWAY. NEW UNPERMITTED
GAZEEBO, NEW UNPERMITTED POLE BARN W/ PORCH.
INSPECTIONS TO BE PERFORMED BYARCHITECT.
ZONING INFORMATION'
parcel id:2309-801-0016-000-8
flood zone: X
AREA CALCULATIONS:
/A
zoning
AR-1
B
front setback
50ft
C
side setback
20 ft
D
rear setback
30 ft
E
setback for enclosed storage or gazebo
5 ft
F
lot area
77,098 sf
G
H
K
L
M
allowable lot coverage
20%
from survey
FxG
Hx 35% as per LDC 8.00.02.(B)
see site diagram (incl bldg 8,9,10)
see below
see below
allowable buildable area
34,933 sf
total roofed building area
2,897 sf
total accessory bldg area
3,799 sf
total roofed building area
6,696 sf
l_
PARCEL: ID
2309-801-0014 000 4.
:LOT 14
UNRECORDED PLAT_ N
w
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FENCE coHNEk N89°38'2Q„W 29 .4 Q
8 4 ,(C) CHAIN LINK �, s
028SOUTH, 1 72 WEST - FENCE. '
:. 298:0. (D) CHAIN LINK FENCE.
--------------
CHAIN '_INK FENCE ....:
I
allowable roofed building area
15,420 sf
1
allowable total accessory bldg area (35%)
12,227 sf
bldg 1- accessory
1,728 sf
bldg 2- accessory
378 sf
bldg 3- accessory
334 sf
bldg 4- accessory
383 sf
bldg 5- accessory
576 sf
bldg 6- accessory
120 sf
bldg 7- accessory
280 sf
bldg 8- extg garage
392 sf
bldg 9- new breezeway
197 sf
bldg 10- extg residence
2,308 sf
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215/20
SHEET
A-1
SOIL BEARING: 2500 psf (assumed)
WIND: 156mph (ultimate), risk category 2, exposure C, wind borne debri region,
.00 open design
FROST DEPTH: 12"
ROOF LIVE LOAD 20 PSF
ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen)
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
156
1'
10.0
12.9
1 _31.2
1
20.0
12.1
1 -30.0
1
50.0
11.4
1 -29.5
1
100.0
11.0
1 -28.8
Roof > 0
to 7
degrees
2
10.0
12.9
-52.8
2
20.0
12.1
-47.2
2
50.0
11.4
-39.2
2
100.0
11.0
-34.4
3
10.0
12.9
-79.6
3
20.0
12.1
-65.6
3
50.0
11.4
1 -47.2
4
10.0
31.9
-34.4
4
20.0
30.4
-32.4
4
50.0
28.4
-30.7
4
100.0
27.0
-28.8
4
500.0
23.7
-25.7
Wall
5
10.0
31.9
-42.4
5
20.0
30.4
-39.2
5
50.0
28.4
-35.6
5
100.0
27.0
-32.4
5
500.0
1 23.7
25.7
1.21 adjustment factor used s B
O S 100
GABLE ROOFS'
WALLS 0 s. 10°
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SPLICE. NOTCH POSTAROUND BEAM.
SPLICE OVER CENTER OF POST.
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BEAMS: (2) 2x10 PT. LAMINATE BEAM W/ 3
ROWS 1 Od COMMON NAIL @ 12' OC EACH
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BREAK OVER CENTER OF POSTS..
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SECTION 3 SECTION 1
SECTION 2
SCALE: 1/2"=.1'-0" SCF
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2/5/20
SHEET
A-2
*_ p.
AR97108 :�
UALLLbU:
SOIL BEARING: 2500 psf (assumed)
WIND: 145mph (ultimate), risk category 1, exposure C, wind borne debri region,
.00 open design
FROST DEPTH: 12"
ROOF LIVE LOAD 20 PSF
ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen)
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
145
1
10.0
15.9'1
-24.8
1
20.0
14.5
-23.6
1
50.0
12.8
-23.0
Roof > 7
to 27
degrees
1
100.0
12.0
-22.4
2
10.0
15.9
-43.0
2
20.0
14.5
-39.9
2
50.0
12.8
-35.1
2
100.0
12.0
-31.5
3
10.0
15.9
-64.1
3
20.0
14.5
-59.9
3
50.0
12.8
-54.5
3
100.0
12.0
-50.2
4
10.0
27.5
-29.0
4
1 20.0
26.3
-28.4
4
50.0
24.6
1 -26.0
4
100.0
23.4
-24.8
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4
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20.5 -
-22.4
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27.5
-36.3
5
20.0
26.3
-33.9
5
50.0
24.6
-30.3
5
100.0
23.4
-28.4
5
1 500.0
1 20.5
1 -22.4
1.21
adjustment factor used
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GABLE ROOFS
WALLS, 6 s 10°
4
GABLE ROOFS
10040445'
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10, 10, 1'
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II II it
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III GAZEEBO II
I�rl '--------- -----_----------
I RAFTERS PER SECTION I I
2x10 RIDGE BOARD
RAFTER TO RIDGE BOARD W/ S. H2.5A Ir r r - - - - - - --- aT-------
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0 FRAMING PLAN
SCALE: 1/4"= V-0"
SECTION 4
SCALE: 1/2"= 1'-0"
RIDGE BEAM TO POST W/ S. HUC210-3 --
GRADE
NEW ROOF: 3/12, 5V METAL, FL 14645.3, OVER 2x4 PURLIN
24" OC, PURLIN TO EA RAFTER W/ (2) 3" SCREW 1Q
�ea�lee; VIEWED FOR�r
RAFTERS: 2x6 PT®24"OC COMPLIANCE'
BEAMS: (3) 2x10 PT. BEAM TO POST W/ (2) ¢ ST. LUC�pIE COUNTY
Y
1/2" BOLT. NOTCH POST AROUND BEAM. p®CC
SPLICE OVER CENTER OF POST. RAFTER
TO BEAM W/ S. MTS18
POSTS: 6x6 PT, EMBED 48' IN EARTH -
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2/5/20
SHEET
-3
BASIS OF STRUCTURAL DESIGN FOR PORCH SEE 5HOP uwvWI
SOIL BEARING: 2500 psf (assumed)
WIND: 145mph (ultimate), risk category 1, exposure C, wind bome debri region,
.00 open design
FROST DEPTH: 12"
ROOF LIVE LOAD 20 PSF
ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen)
3.5 psf TC (PE pole barn)
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
zi 1.21
ZONE
EFFECTIVE
WIND
AREA
(SF)
145
1
10.0
15.9 1
-24.8
1
20.0
14.5 1
-23.6
1
50.0
12.8 1
-23.0
1
100.0
12.0
-22.4
2
10.0
15.9
-43.0
Roof > 7
2
20.0
14.5
-39.9
to 27
2
50.0
12.8
-35.1
degrees
2
100.0
12.0
-31.5
3
10.0
15.9
-64.1
3
20.0
14.5
1 -59.9
3
50.0
12.8
1 -54.5
3
100.0
12.0
-50.2
4
10.0
27.5
-29.0
4
20.0
26.3
-28.4
Wall
4
50.0
24.6
-26.0
4
100.0
23.4
-24.8
4
500.0
20.5
-22.4
5
10.0
27.5
-36.3
5
20.0
26.3
-33.9
5
50.0
24.6
-30.3
5
1 100.0
23.4
28.4
5
1 500.0
20.5
22.4
adjustment factor used
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WALLS 0 s 10"
GABLE ROOFS
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SIDINGMALL DETAIL
SCALE: 1/4"= 1'-0"
SPLICE
BEAM-1 J2- rIBOLT
4x4 POST-,
BEAM SPLICE DETAIL
SCALE: 1.5'= V-0"
R POLEBARN)
PE POLE BARN ROOF & ROOF FRAMING PER PE DRAWINGS
2" T1-11 PLY OVER FRAMING, ATTACH W/ 6D RS NAIL @ 12" FIELD/12" EDGE
A @ 24" OC MAX, ON FLAT, ATTACH ENDS TO 2x6 W/ (2) 12D TOE NAIL,
DE NAILALLOWABLE SHEAR= 1141-6. ACTUAL SHEAR= 91LB Q
8' OC MAX, O& ( SCREWS
FLAT,, A SINGLE
d3 TO Pt
OST NEW ROOF: 2/12, 5V METAL, FL 14645.3, OVER 2x4 PURLIN
24" OC, PURLIN TO EA RAFTER W/ (2) 3" SCREW
RAFTERS: 2x6 PT @ 24" OC, ATTACHTO BEAMS W/ S. MTS18. ---1
4 _- L'
SECTION 5
SCALE: 1/4"= 1'-0"
a 7-10 13/161, BEAM: (2) 2x10 PT. BEAM TO POST W/ (2)
a- 1/2" BOLT. SPLICE OVER CENTER OF POST.
BEAM: (2) 2x8 PT. BEAM TO POST W/ (2) 1/2"
BOLT. SPLICE OVER CENTER OF POST
(SEE SPLICE DETAIL).
POSTS: 4x4 PT, EMBED 48" IN EARTH
PAVERS
ROOF: METAL, FL 9555.4 A
CONC SLAB W/O FOOTINGS
. -I " ' -
PLAN LEGEND
E1 1 110V GFCI DUPLEX RECEPTACLE w/ water protected box
1-1 FLUSH LED STRIP LIGHT
S LIGHTSWITCH
X-LINE: T1-11 PLY SIDING OVER FRAMING AS PER DETAIL
r HOSE BIB
NOTES:
1. PE POLE BARN: SEE SHOP DRAWINGS BY ENGINEER
2. ELECTRICAL: SEEAFFIDAVIT BY ELECTRICAL CONTRACTOR FOR UNPERMITTED ELECTRICAL WORK
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' (2) ADDITIONAL STS: 8 PT, EM D 48 IN•J=ARTH \,
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SHEET
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•:4 -*-
AR97108
FLOOR PLAN aLN
SCALE: 1/4"= 1'-0"
-_
GENERAL NOTES- residential
1.
CODE COMPLIANCE:
16.
CONCRETE MASONRY:
-
23, PE TRUSSES:
ABBREVIATIONS
1.1.
This project was designed under the following codes. The construction documents cannot reference all of the codes require for the
23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
construction of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby
`S"
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 '°- DESIGN) I INO."
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: -
23.2.. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING,
AHU
AIR HANDLING UNIT
2017 FBC: RESIDENTIAL, 6th ad
ENIGTu _ 1890 TYRES
23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
2017 FBC: ENERGY CONSERVATION, 6th ed
GRGYT STRENGTI I - 2000
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT's SEAL WILL NOT BE APPLIED.
2014 NATIONAL ELECTRIC CODE
18.3.
GROUT 61 IA6L HAVE A SLUMP GF 8 TO 41 INGHES, SE IN GGNFORMANGE WITI I ASTM G 476 92 AND ArFTAINA
23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
B.M.
BENCH MARK
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
BM
BEAM
2.
ALL GENERAL NOTES
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE
BC
BOTTOM CHORD
2.1.
THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BILK
.BLOCK
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, .REPORTS, OR
GRGI IT n MASONRY BELOW c n SUER c Ono QR GRAD B non T n I nG n GROUT
vrtv�c=mTT�..ron�r=o.^-o,�-ono "i'"".c=����`^ SoRornoco o, goo,
23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
BO
BY OWNER
WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
GOWN " J YF BELOW TOP nC BI nny AT GROUT AND AT GON GRETC n AGED OVER MASONRY.
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT.. ALL TRUSS -TO-
BOTT
BOTTOM
DOCUMENTS.
16.4.
N95; E�Ad_l_ PIZ PLUMB, TRUE TO I-INE, WITH LEVEL GwRsrg AGGURAT-ELY SPAGEID
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
BP
BOTTOM PLATE
2.2.
THE FOLLOWING GENERAL & SPECIFIC NOTES SHALLAPPLY EQUALLYTO ALL CONTRACTORS, SUBCONTRACTORS,
-
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS:
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
CJ
CONTROL (CONSTRUCTION) JOINT
2.3.
GENERALCONTRACTOR SHALL FURNISH A COMPLETE SET F DRAWINGS AND ADDENDUM'S TO ALL
GENE 0FOR
..
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT SUBSTITUTION. -
CL
CENTER LINE
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
CLG
CEILING
''.
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.
CLR
CLEAR
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
CMU
CONCRETE MASONRY UNIT
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
167..
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
CO
CONNECTOR
2.4.
NO DEVIATION OF THE. APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICALAND OTHER
COL
COLUMN
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
CONE
CONCRETE
REVISION IN ACCORDANCE WITH
THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
..
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, :MECHANICAL, PLUMBING, OR
CONT
CONTINUOUS
CONTRACTOR BEFORE PROCEEDING
WITH ANY WORK.
.WITHIN
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, :
CU
U
CONDENSING NIT OR COPPER
NI GGRERS EA GEC I 16" OF GORNiER IAMBS OF OPENINGS, EA GEL i WIT! IN "o" OF MMBS FOR
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CW
COLD WATER
3.
ARCHITECT & CONTRACTOR RELATIONSHIP
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
CXN
CONNECTION'
3.1.
UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
REINIFORGINiG BARS SUAEXTENDFRemGeNT-INUGY8T-GPBGN9 BEAM. MIN 641P
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
D
NAIL SIZE (PENNY)
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
DF
DRINKING FOUNTAIN
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
23.8. FABRICATORTO SUBMIT SHOP.DRAWINGSAND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DIA
DIAMETER
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES, ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
16.9.
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DIM
DIMENSION
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR.
DISP
DISPOSAL
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
APPROVAL. '.
DN
DOWN
MENTIONED, THE CONTRACTORAND SUBSARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO
DR
DRYER
DIFFERENT THAN THE ARCHITECT.
24. CONNECTORS/FASTENERS:
DTL
DETAIL
24.1. CONNECTORS BY SIMPSON OR APPROVED. SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
DW
DRIVEWAY
4.
WORKMANSHIP:
N Tc C Ann T N E Rc N BORG N G Br�RS GON T i N N TERR RTED) ARn u n n
: 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
24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH >! THE DOCUMENTED UPLIFT
'E'
EXISTING
RESPECTIVE TRADES.
LN
GI AGES IN BONE) BEAM EI 0,0TIGNI
VALUE IS >! SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
EA
EACH
19.12.
.A.1-TFIFINATF WINDOW SILLE 41214 MINx 8"W GAST GONG M (1) # 6 EXTENDED 4" INTO FIL6ED jAMB GFMI=1=8.
LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS ATSTRAPS AS TO
EJ
EXPANSION JOINT
5.
COORDINATION:
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EL
BUILDING ELEVATION
5.1.
THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FORALLTRADES.
17.
FOUNDATIONS:
EITHER UNLESS SPECIFIED BY ARCHITECT.
ELECT
ELECTRICAL
5.2.
A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT. -
17.1.
BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TO BE CLEAN
ELEV
ELEVATOR OR ELEVATION
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
EW
EACH WAY
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.
EWC
ELECTRIC WATER COOLER
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
EWH
ELECTRIC WATER HEATER
17.2.
DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
EXP
EXPOSED
6.
ABBREVIATIONS: -
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
„ ,,.
EXT
EXTERIOR
6.1.
SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO.
"
EXTG
EXISTING
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
WiADREC vE o RIZGESSEID IA ..o "In„ MIN TARGON ^ .D. -
7.
CONDITIONS NOT DETAILED:
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
" OG „ FROM
F1
G
FOOTING
7.1.
CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION 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-
N
ENDS. WEDGE ANGI OR Tn BE 1I21Au „cn ^,,., " S" WAS' o..c @ TOP TO N TE W 4
FA
FASTENER
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
MIL MINIMUM POLYETHYLENE FILM. VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
FD
FIELD (FLOOR) DRAIN
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANT' CORNERS.
26.4.
FE
FIRE EXTINGUISHER
DETAILED/SPECIFIED BYARCHITECT. IF DRAWINGS HAVEADETAILED SPECIFICATION FORACERTAIN PRODUCT,
17.4.
CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
FF
FINISH FLOOR
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
266.66.' GGNT-RAGT-eR TG ^c6D VERIFY OPENINGS BEFeRE ANON' " ^ DOORSANiNiDe'"'^
FIN
FINISH
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
MATCH LONGITUDINAL REBAR.
nc B DOORS BETWEEN GARAGE o RES DEN GE TO BE on MINUTE ERE RAT__
FLR
FLOOR
BYARCHITECT.
17.5.
SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
PER FBG R 302.^ `1.
FP
FIRE PROTECTION
BELOW ALL INTERIOR SLABS -ON -GRADE.
26.7 FLASHH NG AS PER F13G RT^OBTroo-4-AND RTEFGREPIGo`D "`M^a'r"o1C>"„A^D000 ENTS.
EPS
EXPANDED POLYSTYRENE
8.
VERIFY SITE INFORMATION:
17.6.
SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
26.8.SS T^ HAVE! OW ` `"GT^R' ^ " 6
FTG
FOOTING
8.1.
CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
17.7.
SLAB FINISHES UNO:
26n_ SITES ORB N nM N.A_ A _ GAP! VERY 11 o IN SIZE IF EGRESSNOTErFEGTED.FT
FOOT (OR FEET)
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
-MAIN BUILDING: STEEL TROWEL FINISH
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
27. ELECTRICAL & LIGHTING NOTES
GALV
GALVANIZED
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
-DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM
27.1.. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
GFI
GROUND FAULT INDICATOR
17.8.
GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT,
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR AND APPROVED BY THE
GSF
GROSS SQUARE FEET
9.
PRIOR TO ANY EXCAVATION WORK:
17.9.
CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY,
GWH
GAS WATER HEATER
9.1.
THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES. SHALL BE LISTED TAMPER -RESISTANT TYPE.
GWB
GYPSUM WALL BOARD
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING AS ACCEPTABLE 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. CONTACTALL AFFECTED UTILITY COMPANIESAND 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.
HIS
HOSE BIB
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
17.12. SLOPE GRADES AWAY FROM 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.
HC
HOLLOW CORE
27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
HDG
HOT DIPPED GALVANIZED
10.
DIMENSIONS:
18.
STRUCTURAL STEEL:
27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH. FBC R315.
HORIZ
HORIZONTAL
10.1.
DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" 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.
HW
HOT WATER
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
HWH
HOT WATER HEATER
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. P6UMBWG
DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR
KSI).
LOCATION
28.1. AND VENTS 81 IAI=I=
IN
INCH
WORK TO EXISITING BUILDINGS.
18.2..
ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
_ DETERMINED-oY A _ GEN FED R MBER AN AND APPRGVU EP BY TE nRGu T�GT F
INT
INTERIOR
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1.1
PROVIDED PLUMBING GONTRAGTOR TO VERIFY.
11.
HEIGHT ELEVATIONS:
"STRUCTURAL WELDING CODE". USE E70XX ELECTRODES UNO.
_._. __..._ _ DRAIN .__^ _ __ ._....._, _._._. _.. _...,_._ ._ ,,....__ BE ..: A 61GENSED SFPTIG
28 ^ CEP. G G E nTIG EV"GT AVn TIC T N G 81!
JT
JOINT
11.1.
BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY
18.3.
ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
BE NOTED AS "BLDG EL. "EL. "AFF. ")ANY ELEVATION NOT OTHERWISE DESIGNATED AS ASITE
18.4.
ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
28.3.
MAX
MAXIMUM
-"OR -"OR
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE
WASHERS AS SHQWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
MEP
MB
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHTAS A
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
E
on, RnnPENETRATIONS-MFR
Y
MANUFACTURER
PREFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR"- NAVD" OR "+X.X"'. CONSULT ARCHITECT
INSTITUTE OF STEEL CONSTRUCTION.
ER FY " REO BED BOOS PEN ETRAT GN S FROM HVAG R M" B'N ^ ` EGTP G: ANDMIN
29.1.VERIFY
MINIMUM'
i
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING7
18:5.
ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
E8
GRAWIP Go PR9V DE ALL N EGEOSARv PENETRATIONS InTu REQUIRED AGGOSSORTO PR6VEP
MG
MASONRY OPENING
18.6.
SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
MW
MICROWAVE.
12.
AMBIGUITY:
18.7.
GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
ROOF PLAN. GQN S T ARGIl TEGT IF ROPE R nn GONFLIGT,8 WITH ANY REQUIRED RPQF PPNrTRATIONS.
12.1.
IN THE EVENT OF ANYAMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
NIC.
NOT IN CONTRACT
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
19.
LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
30FIRE RATED IF1600R,WALL, n ROOF PEPIETRATIONS-i.
NTS
NOT TO SCALE -
12.2.
IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
19.1.
..
NSF
NET SQUARE FEET
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
TING G RATED WAI668, F6GORS, D GEILINGS. nRGu TEGT'S DOGUMENTS MAY OR MAY NOT-
GA-.
INDICATE GERTnN SYSTEMS GGNTRAGTOR TO Rn Su YL NUMBERS 1FAPPUGABLE.
L-1
LINTEL#1
13.
FLORIDA PRODUCT APPROVALS/ SUBMITTALS I SHOP DRAWINGS:
LF
LINEAL FOOT
13.1.
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY
20.
HVAC:
31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN
31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
OA
OVERALL
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
GRILLES ETG SHALL BE DETERMINE[) BY A HVAG GCN SE0 GON TRAGTOR ANE) ARBRovED BY THE
31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
OC
ON CENTER
'..
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
< 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 :
OAS
OR APPROVED SIMILAR
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONAND ARCHITECT's SPECS,
- 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
'.
VERIFY W/ ARCHITECT.
PL
PROPERTY LINE OR PLATE
13.2.
SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
PLY
PLYWOOD
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
-
32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA; VERY HEAVY
PT
PRESSURE TREATED
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSESITECHNIQUES OF
21.
WOOD FRAMING
PVC
POLYVINYL CHLORIDE
I,
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION.
21.1.
ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE 02, KID 19% (Fb FOR
33. MISC:
DOCUMENTS.
i
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
R
RADIUS
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 46), AND SHALL CONFORM TO
38 ^ GI ARPRn C AS PER For Ro"o
R/A
RETURN AIR
14.
GENERAL STRUCTURAL
�R
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
33.3 STAIRW(W nS PER FBG R814 T �
RCB
REINFORCED CONCRETE BEAM
14.1.
ONCE SIGNED & SEALED BY AA
CHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
RCC
REINFORCED CONCRETE COLUMN
DOCUMENTS MEET THE LOAD
REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
WALLS) TO BE #2 S.P.F. OR BETTER:
33.6. ;nN GA A nn GES TO RE RROTEGTEn cINSTALLED n ON FLOOR N GARAGE A
RD
ROOF DRAIN -
,".",EC; ��
14.2.
THE CONTRACTOR IS RESPONSIBLE
FORALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
21.2.
ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL.
u Gn no TO S nB Inu (n) V 42 „ o 26" TAnnnN
REF
REFRIGERATOR
PROVIDE APPROPRIATE SUPERVISION
THROUGHOUT THE PROJECT. CONSTRUCTION. SITE SAFETY, INCLUDING ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
22 B GA II K BOTTOM OF SOI E R ATE AT Gn PAGE GOMMGNWNLI=
REINF
REINFORCING
ADEQUATE TEMPORARY BRACING
AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
CCA.
REQ
REQUIRED
RESPONSIBILITY OF THE CONTRACTOR
TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
21.3.
SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
30.8.. PROVIDE FIRE o OG. N G AS PER FBG P ,3^^ 11.
R/W
RIGHT-OF-WAY
NECESSARY. METHODS AND SUPPORTS
REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
-2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
38.9.
RTU
ROOFTOP UNIT
AND SHORING SHALL BE DESIGNED
TO RESISTALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
THAN " ^n^SF AS PER Eon Ronn •^:
SUPPORTED MATERIALS PLUS,"
A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
S.
SIMPSON (MFR)
AND RETAIN IN PLACE UNTIL PERMANENT
STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION:
-2z10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
34. FINISHES:
SBS
STYRENE BUTADIENE STYRENE
PHASE LOADS.
-2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER -
ALL WET AREAS GEMEN T BOARD INSIDE 8U0IAI COMR6,RTMENTS.SEL
SITE ELEVATION
14.3.
THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF
_ LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
USE , XGW8 ON GARAGE nE NG F GONG rnNEWHABTeo
oBE _._ `.': _ .. _.._ _.. GARAGE .__ __._.._ . .._.._. _ .__ .., ._ , ,.._... ,.."., ABOVE. GARAGE ,,,�
SF
SQUAREFOOT
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,
SIM
SIMILAR
14.4.
SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ETC.:
PER FBG R892.6.SEE nnnR G
SK
SINK
ROOFS OR STONE ON RAISED FLOORS.
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND
„
SOG
SLAB ON GRADE
-
SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
STUGGE) ON RIBI39D LATH. ATTAGH TO 80:FFOM OF WOOD FRAMING W 1 1 GA NAILS M �
ss
STAINLESS STEEL
15.
CAST -IN -PLACE CONCRETE
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
STAG
STAGGERED
15.1.
ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN 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 AT SIMPLE SPANS AND
CEILING. G OTT GH .I.,n OR ".,o BOARD IAA ^ MEGA FINISH N
TBD
TO BE DETERMINED
- 15.2.
CONCRETE PROPORTIONING, PLACING, FINISHING AND 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,
'p-�
TC
TOP CHORD
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE
cc CC ED FOR
THE
TO MATCH EXISTING
STRENGTH:
LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL
%'�G��G y�
TOB
TOP OF BEAM
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO
BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND
M
CODE. CO17ri^P�'AN�/Y
TOP OF COLUMN
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH
TOS
i
TOP OF B
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP.
ST" L,.UCIE. COUNT
1
TPS
TOP PLATE
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO
- IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
•7 ...
TPO
THEROO PLASTIC OLEFIN
15.3.
CONCRETE, WHEN PLACED, SHALL HAVE 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
E
TYP
TYPICAL
ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH: '..
WITH MINIMUM CAMBER STATEDABOVE.
15.4.
COMPLY WITH ALL REQUIREIyAENTS
OF ACI 117-10, ACI 318-14, ACI-315
21.6.
LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
UG
UNDER GROUND
15.5.
ALL REINFORCING SHALL C
NFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
INSTRUCTIONS.
LINO
UNLESS. NOTED OTHERWISE
° ARRANGEMENTAND 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 TO CONC
THE ACI DETAILING MANUALAND 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" ,:
VB
VAPOR BARRIER
BEAM OR COLUMN SPAN, IF SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
OC/8" ENDS. :
VERT
VERTICAL
NOT. NOTED VERIFY W/ ARCHITECT
21.8.
ALL WOOD NAILING AS PER FBC R 602.3 UNO.
VTR
VENT THRU ROOF
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.
22.
PLYWOOD SHEATHING
W/
WITH
15.7.
PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE 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
WA
WASHER MACHINE
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.
WP
WATER PROOF.
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR 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
WD
WOOD
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
WWF
WELDED WIRE FABRIC/MESH
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 REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
#
POUND OR NUMBER
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; #6 BARS AND LARGER, 2"
22.5.
FOR SUBFLOORIUSE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
15.9.
CONCRETE SLAB ON GRADECONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
SPACE FASTENERS 6" FIELD, 6" EDGE. - -
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON 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 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
OUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
�R
NOT SPECIFICALLY SHOWN
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 UTILI�}E
A MINIMUM OF 20%: FLYASH CONTENT.
15.12 VERTICAL AND HORIZONTAL
1EINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT COP.,
ERS, 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 SPICE$$
EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTAt�A
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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2/5/20
SHEET
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