HomeMy WebLinkAboutBuilding PlansPRODUCT APPROVAL AFFIDAVIT
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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 1,AIJ
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ROOFING
METAL PANEL
POLEBARN
-64.1
-69.7 N/A
Union Corrugating
29 ga Masterrib
FL 9555.4
lateral, 24" longt}a•
1.'1V as per door & window schedule, oral I meaning worst caseof all similar items of that type.
2. If building dp are Ieft blank- see door & window schedule or design pressure chart.
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specifically submitted for verification by contractor, they are assumed.
S. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures.
7. 1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
Imo.
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PARCEL ID:
2309-.801.-0014-000-4
o
LOT 14
UNRECORDED PLAT
I�
I
SITE PLAN
SCALE: 1"=20'
f'1.���71Sflr1 A_� 11
A
zoning
B
front setback
C
side setback
D
rearsetback
E
setback for enclosed sto
F
lot area
G
allowable lot coverage
H
allowable buildable area
SHEETINDEX
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 BY ARCHITECT.
ZONING INFORMATION:
parcel id: 2309-801-0016-000-8
flood zone: X
AR-
501
201
301
orgazebo 51
77,098
34,933 sf1from survey
I
jallowable roofed building area
1 1
1
allowable total accessory bldg area (35%)
1
roofed building area
accessory bldg area
roofed building area
5,420 sf FxG
2,227 sf Hz 35% as per LDC 8.00.02.(B)
2,897 sf see site diagram (inclbldg 8,9,10)
3,799 sf see below
6,696 sflsee below
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
' 2- 0-9
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE CO
UNTY
YOCC J/
FILE COPY
RECEIVED
MAR 3 0 2020
ST. Lucie County, Permitting
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site plan
2/5/20
SHEET
A-1
OR/
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Q 'A
ItoAR97108
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t)KttLtVVAT:
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)
EFFECTIVE
ZONE
WIND
AREA
(SF)
156
1
10.0
12.9
-31.2
1
20.0
12.1
-30.0
1
50.0
11.4
-29.5
Roof > 0
to 7
1
100.0
11.0
-28.8
2
10.0
12.9
-52.8
2
20.0
12.1
-47.2
degrees
2
50.0 <
11.4
1 -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
-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
Wall
4
500.0
23.7
-25.7
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
1 -25.7
adjustment factor used
WALLS
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GABLE ROOFS
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SCALE: 1/4"= V-0"
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POST
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BEAM TO POST DETAIL
2
A-2
SCALE: 1.5'= I._0„
'r - - - -- - - --- _ - --
26'.
1 5
8' 12'
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EXTG GARAGE WALLS: PAINTED 8 CMU
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EXTG ROOF: 3/12 5V METAL �
FLOOR PLAN
SCALE: 1/4"= V-0"
�VIEWED FOF
STRAP RAFTER. BUTT ENDS W/S.MP24 (,)JE COMP'LI N, E...
EXTG HOUSE ROOF BEYOND: 2/12 5V METAL �yy'' U C ,� € V
NEW BREEZEWAY ROOF:.25/12 SLOPE, 5V METAL FL14645.37VER �VCIE °�° r
1x8 FASCIATO RAFTER W/ (2) 12D NAIL 5/8" PLY OVER 2x6 @ 24" OC, RAFTER TO BEAM W/ S. H2.5A 1 R n
Fle..'vaE, 1e
wool 2x6 COLLAR TIE, SISTER TO
RAFTERS W/(3) 12D NAIL EA END FILE +�+Copy
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BEAM TO POST W/ (2) 1/2" BOLT EA END OF
SPLICE. NOTCH POST AROUND BEAM.
SPLICE OVER CENTER OF POST. BEAMS: (2) 2x10 PT. LAMINATE BEAM W/ 3
- ROWS 10d COMMON NAIL @ 12' OC EACH
I LAYER. ENDS TO CMU W/ S. HUC210-2.
BREAK OVER CENTER OF POSTS.
POSTS: 6x6 PT, EMBED IN
14"Wx14"Wx24"D CONC FOOTING
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breezeway
2/5/20
S/AHEET
A-2
0 F'
AR97108
BASIS OF STRUCTURAL DESIGN FOR GAZEFIBO:
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
-24.8
1
20.0
14.5
-23.6
1
50.0
12.8
-23.0
1
100.0
12.0
-22.4
2
10.0
15.9
-43.0
Roof > 7
to 27
2
20.0
14.5
-39.9
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
-59.9
3
50.0
12.8
-54.5
3
100.0
12.0
-50.2
4
10.0
27.5
-29.0
4
20.0
26.3
-28.4 `
4
50.0
24.6
-26.0
4
100.0
23.4
-24.8
4
500.0
20.5
-22.4
Wall
5
10.0
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
500.0
20.5
-22.4
adjustment factor used
yitF'
WALLS 0 sB10' ROOFS
GABLE ROOFS
10° < 0 g 45°:
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10° <0 55 30W
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- - - - - - - - - --1 1 }-�
GAZEEBO
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I RAFTERS PER SECTION
2x10 RIDGE BOARD I( - - - - -
- - - RAFTER TO RIDGE BOARD W/ S. H2.5A -IT:- - - - - - - - - - - -I- -
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COMMON NAIL @ 12" OC EACH LAYER, -
NAILTHRU RIDGE BOARD
2x10
2X6
2XFRAMING PLAN
SCALE: 1/4"= T-0"
RIDGE DETAIL
SCALE: 1.5'= P-0"
r� NEW ROOF: 3/12, 5V METAL, FL 14645.3, OVER 2x4 PURLIN
24" OC, PURLIN TO EA RAFTER W/ (2) 3" SCREW
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' RIDGE BEAM TO POST W/ S. HUG210-3 : ST.'LUC, rF �:"«k i Ty_
BEAMS: (3) 2x10 PT. BEAM TO POST W/ (2) p
1/2" BOLT. NOTCH POST AROUND BEAM. B�,Jr lei
SPLICE OVER CENTER OF POST, RAFTER
TO BEAM W/ S.MTS18
NORTH/SOUTH ELEV POSTS: 6x6 PT, EMBED 48"IN EARTH j (V� D SCALE: 1/4"= 1,-0" FILE C E O f Y
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SCALE: 1/4"= T-0"
SECTION 4
SCALE: 1/2"= T-0"
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gazebo
2/5/20
SHEET
A-3
A
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)
3.5 psf TC (PE pole barn)
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
145
1
10.0
15.9
-24.8
1
20.0
14.5
-23.6
1
50.0
12.8
-23.0
1
100.0
12.0
-22.4
Roof > 7
27
2
10.0
15.9
-43.0
2
20.0
14.5
-39.9
to
degrees
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
Wall
4
10.0
27.5
-29.0
4
20.0 `
26.3
-28.4
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
1 -36.3
5
20.0
26.3
-33.9
5
50.0
24.6
-30.3
5
100.0
23.4
-28.4
5
500.0
20.5
-22.4
0 1.21 adjustment factor used
0S 10•
At
GABLE ROOFS
WALLS :D.s. 100
` 13i"'IT-- -111`
10>..< 0 < 45'
GABLE ROOFS
1W<0s45
N.5 1=4; t1.1 mm Y•rgr«._n•¢xsr. .
HIP ROOFS
10' < 0.5 30':
v
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ST.
ih
POLEBARN)
SIDING PANEL PER DETAIL
PLAN LEGEND NOTES
E1 110V GFCI DUPLEX RECEPTACLE w/ water protected box 1. PE POLE BARN: SEE SHOP DRAWINGS BY ENGINEER
PE POLE BARN ROOF &ROOF FRAMING PER PE DRAWINGS1 FLUSH LED STRIP LIGHT 2. ELECTRICAL: SEE AFFIDAVIT BY ELECTRICAL CONTRACTOR FOR UNPERMITTED ELECTRICAL WORK
ROOF: METAL, FL 9555.4 Al S LIGHT SWITCH
X-LINE: T1-11 PLY SIDING OVER FRAMING AS PER DETAIL
10'-51/2 .-_:_ .-._- HOSE BIB
/2" T1-11 PLYOVER FRAMING, ATTACH W/ 6D RS NAIL @ 12" FIELD/12" EDGE j
;,
2x4@ 24 OC MAX, ON FLAT, ATTACH ENDS TO 2x6 W/ (2) 12D TOE NAIL,
TOE NAIL ALLOWABLE SHEAR= 114LB. ACTUAL SHEAR= 91 LB
" ATTACH SINGLE
2)2x6.@48 OC MAX, ON FLAT,
x6?O POSTS W/ S. H3 & 2 3 SCREWS
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POST
NEW ROOF. 2/12, 5V METAL, FL 14645.3 OVER 2x4 PURLIN
24 P OCR , LIN U TO EA RAFTER W/ 2 3 SCREW
RAFTERS: 2x6 PT @ 24"-OC ATTACHTO BEAMS W/S. MTS18.:
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SIDING/WALL DETAIL
,� �,_ T-10 13/16" BEAM: (2) 2x10 PT. BEAM TO POST W/ (2)
SCALE: 1/4,:_ 1,_0:,
d 9' 1/2' BOLT, SPLICE OVER CENTER OF POST.
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BEAM: (2) 2x8 PT. BEAM TO POST W/ (2) 1/2" I r-��x a� .m � : °:' ..:99 ,., °... e„ ` , e° @p,���`,::. i ,.,.,, ,. \ CODE ti�G
BOLT .SPLICE OVER CENTER OF POST
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GENERAL NOTES- residential
1. CODE COMPLIANCE:
1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the
construction of this building. By submitting these construction documents for permit or commencing work, the contractor,. hereby
agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing
codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following:
2017 FBC: RESIDENTIAL, 6th ad
2017 FBC: ENERGY CONSERVATION, 6th ed
2014 NATIONAL ELECTRIC CODE
2.1 ALL GENERAL NOTES
2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, iN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOCUMENTS.
2.2.. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALLAPPLY EQUALLYTO ALL CONTRACTORS,. SUBCONTRACTORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS
MPLETESE T OF . DRAWINGS AND ADDENDUM'S TO ALL
2.3. GENERAL CONTRACTOR SHALL FURNISH A CO
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK
3.. ' ARCHITECT & CONTRACTOR RELATIONSHIP
3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO
DIFFERENT THAN THE ARCHITECT.
4. WORKMANSHIP:
4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
RESPECTIVE TRADES.
5. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5.2. ADRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT,
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
6. ABBREVIATIONS:
6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.:
7. CONDITIONS NOT DETAILED:
7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO
PERFORM THE WORK. EVERYCONNECTION FLASHING,ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF
CORNER
CONDITION NEEDS ADDITION L DIRECTION OR DETAIL ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BY ARC ITECT. IF DRAWINGS HAVE A DETAILED SPECIFICATION FOR A CERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BYARCHITECT:
8. VERIFY SITE INFORMATION:
8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
.CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
9. PRIOR TO ANY EXCAVATION WORK:.
LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION,
9.1. THE CONTRACTOR IS REQUIRED TO OC ON, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10..1 DIMENSIONS:
DIMENSIONS ON ARCHITECTUR
AL DRAWINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS.
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED
DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR
WORK TO EXISITING BUILDINGS."
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0" (BUILDING ELEVATIONS MAY
BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHTAS A
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEE _" OR "_ NAVD" OR "+X.X' ". CONSULTARCHITECT
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
12. AMBIGUITY:
12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
CASE OF CONFLICT BETWEEN THE GENERAL NOTES; SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
13. FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS:
13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONAND ARCHITECT'S SPECS,
VERIFY W/ ARCHITECT.
13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
DOCUMENTS.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL .
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN. TEMPORARY BRACING
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
PHASE LOADS.
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATA MUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ROOFS OR STONE ON RAISED FLOORS.
15. CAST -IN -PLACE CONCRETE
15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE FICA
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STRENGTH:
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN LINO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LINO
15.3. CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3. INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI 318-14, ACI-315
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
.THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
BEAM OR COLUMN SPAN, IF SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
NOT NOTED VERIFY W/ ARCHITECT
15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
- ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
15.7. "PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
'.MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF.
1 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BY ACI318:
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM .D1751)
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
_ NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
15.11.: ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLYASH CONTENT.
15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON
THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FQUNDATION INTO TOP
BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBU 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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17. FOUNDATIONS:
17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILLTO BE CLEAN
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS.. AT
DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10110 WWF MIN WITH MESH UP CHAIRS OVER 6-
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS:
17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. SUGGESTION TO PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
BELOW ALL INTERIOR SLABS -ON -GRADE
17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
17.7.. SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT,
17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
18. STRUCTURAL STEEL:
18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35
KSI).
18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1.1
"STRUCTURAL WELDING CODE". USE E70XX ELECTRODES UNO.
18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM.A36 OR A307 (THREADED ROD).
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18Y. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
GA.
20. HVAC:
E cnu EMATIO EXAGT 6AYGWT4SIZING OFRETURN AIRRR v
Gvn DDEENSING UNIT rOR MOUNTING AND BcoeDR .,.e111 n O nerEGHANIG 6 EQUIPMENT, REFERT-9 Tl I'I=
21. WOOD FRAMING
21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb FOR
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES. LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 413), AND SHALL CONFORM TO
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
WALLS) TO BE #2 S.P.F. OR BETTER. - -
21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
CCA.
21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
-2x4-10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -
-2x8- 3ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
2x10-4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x12- 5 ROWS 10d COMMON NAIL @. 12" OC EACH LAYER.
LOCATE SPLICES OVER BRIG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND
SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) -
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.)
21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI,. Fv = 190 PSI,
Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATIONAND HANDLING SHALL CONFORM TO THE
LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL
BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP,
IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT
WITH MINIMUM CAMBER STATEDABOVE
21.6. LAMINATED LUMBERAND T' JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
INSTRUCTIONS.
211. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONIC
WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRIG WALLS USE 1/4" x 2,75" TAPCON @ 32"
OC/8" ENDS.
21.8. ALL WOOD NAILING AS PER FBC R 602.3 UNO.
22. PLYWOOD SHEATHING
22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 112" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS, SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
WITHIN 4' OF EAVES/RIDGES/GABLES..
22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
SPACE FASTENERS 6" FIELD, 6" EDGE.
22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
23. PE TRUSSES:
`23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY
FROM THE ENGINEER AND ARCHITECT.
23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING,
23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO -
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2).12d NAILS EA BC.
23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
LOADS, AND OTHER SPECIAL LOADS NOTED ON. STRUCTURAL, MECHANICAL, PLUMBING, OR
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
23.8. FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
APPROVAL.
24. CONNECTORS/FASTENERS:
24.1.:. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH i THE DOCUMENTED UPLIFT
VALUE IS 2! SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
NOT SPLIT WOOD, USE MINIMUM. NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EITHER UNLESS SPECIFIED BY ARCHITECT.
26. DOORS AND WINDOWS!
R Dnnoc DEWS n
R 26.6. GGNTRAGTOR TO FIF6D VERIFY OPENINGS BEFORE ORDERING DOORSANI ,.,
87
nc c_nnnoe BETWEEN GARAGE p REe Den OE TA RR on nn A TF ERE RATED OR 4 8/8 Tu QK SOLID .
Pc BO,zTlroG R 802.6T
26.8. r DOCUMENTS. GLASS TO I AVE. OWE G:F9R ` ur_O 9 9.26
nn 6.9. SIZES n An n nn D GAn VrR
27. ELECTRICAL & LIGHTING NOTES
27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT ryPE.
27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
27.6. SMOKE ALARMS SHALL BE HARD WIRED INTERCONNECTED,
C D, W/ BATTERY BACKUP PER FBC R314,
27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA.
no RI lu�BING!
ED By n Oon ecD R MBF=R An n nRRROVED BV Tuc ARru T PROVIDED PLUMBING GONTRAGTOR TO VERIFY. BCRTIG O PIRININ F D 18 SGI IFMAT ( EXACT Vn OILING 61 lAI=6BE 8VA61GENSED OCT7p
29 ROOF PENETRATIONS!
DRAWn Oc PROVNEGESSARYIDE A66PEPTon ncWTH BE
MOISTURE
ROOF PLAN. G9NSY6T-ARGHIT-EGT- IF ROOF n eWTu ANY RE0611RED ROOF PENETRATIONS.
30. FIRE RATF!DU6rI.GQR,WAI66, &ROOF PENETRATIONS--.
INDIGATE CERTAIN CVCTSMS. GOn TRACTOR Tn FURNISH RC E AER GA8
31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.2, FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
33. MISC:
33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
882O non AS PER FBG a4e
RRAD SYSTEMS 4 RFE AS P
33.6. MEG! i n OA nn GES TO DE BRl1TEGTED IF C CD ON FLOOR IN GARA Ar A 9E P.44207.8.I.
ICE 2"Dn.3uR E Irn nR RACE nTTAGH rn nR TO6 n / C
34. FINISHES:
j ��p I-p
Well-,
IREVIEWED'FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
BOCC
ABBREVIATIONS:
AB ANCHOR BOLT
A/C AIR CONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICAL TILE
B.M.
BENCH MARK
BM
BEAM
BC
BOTTOM CHORD
BLK
BLOCK
BO
BYOWNER
BOTT
BOTTOM
BP
BOTTOM PLATE
CJ
CONTROL (CONSTRUCTION) JOINT
CL
CENTER LINE
CLG
CEILING
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL
COLUMN
CONIC
CONCRETE
CONT
CONTINUOUS
CU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
D
NAIL SIZE (PENNY)
DF
DRINKING FOUNTAIN
DIA
DIAMETER
DIM
DIMENSION
DISP
DISPOSAL
DIN
DOWN
DR
DRYER
DTL
DETAIL
DW
DRIVEWAY
'E'
EXISTING
EA
EACH
EJ.
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
ELEV
ELEVATOR OR ELEVATION
EW
EACH WAY
EWC
ELECTRIC WATER COOLER
EWH
ELECTRIC WATER HEATER
EXP
EXPOSED
EXT
EXTERIOR
EXTG
EXISTING
F1
FOOTING #1
FA
FASTENER
FD
FIELD (FLOOR) DRAIN
FE
FIRE EXTINGUISHER
FF
FINISH FLOOR
FIN
FINISH
FLR
FLOOR
FP
FIRE PROTECTION
EPS.
EXPANDED POLYSTYRENE
FTG
FOOTING
FT
FOOT (OR FEET)
GALV
GALVANIZED
GFI
GROUND FAULT INDICATOR
GSF
GROSS SQUARE FEET
GWH
GAS WATER HEATER
GWB
GYPSUM WALLBOARD
HB
HOSE BIB
HC
HOLLOW CORE
HDG
HOT DIPPED GALVANIZED
HORIZ
HORIZONTAL
HW
HOT WATER
HWH
HOT WATER HEATER
IN INCH
INT. INTERIOR
JT JOINT
MAX
MAXIMUM:
MEP
MECH/ELECT/PLUMB
MFR
MANUFACTURER
MIN
MINIMUM
MO
MASONRY OPENING
MW
MICROWAVE
NIC
NOT IN CONTRACT
NTS
`. NOT TO SCALE
NSF
NET SQUARE .FEET
L-1
LINTEL #1
LF
LINEAL FOOT
OA
OVERALL
OC
ON CENTER
OAS
OR APPROVED SIMILAR
PL
PROPERTY LINE OR PLATE
PLY
PLYWOOD
PT
PRESSURE TREATED
PVC
POLYVINYL CHLORIDE
R
RADIUS. '
R/A
RETURN AIR
RCB
REINFORCED CONCRETE BEAM
RCC
REINFORCED CONCRETE COLUMN
RD
ROOF DRAIN
REF
REFRIGERATOR
REINF
REINFORCING
REQ
REQUIRED
RIW
RIGHT-OF-WAY -
RTU
ROOF TOP UNIT
S.
IMP ON (MFR)
SBS
STYRENE BUTADIENE STYRENE
SEL
SITE ELEVATION
SF
SQUAREFOOT
SIM
SIMILAR
SK
SINK
SOG
SLAB ON GRADE
SS
STAINLESS STEEL.
STAG
STAGGERED
TBD
TO BE DETERMINED
TIC
TOPCHORD
THE
TO MATCH EXISTING
TOB
TOP OF BEAM
TOB
TOP OF COLUMN
TOS
TOP OF SLAB
TIC
TOP PLATE
TPO
THERMO PLASTIC OLEFIN
TYP
TYPICAL
UG
UNDER GROUND
UNO
UNLESS NOTED OTHERWISE
VB
VAPORBARRIER
VERT
VERTICAL
VTR
.VENT THRU ROOF
W/
WITH
WA
WASHER MACHINE
WP
WATER PROOF
WD
WOOD
WWF
WELDED WIRE FABRIC/MESH
#
POUND OR NUMBER
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general notes
2/5/20
SHEET
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OF FtOo
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AR97108