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FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
�LLL- 1.22"x30" RO MIN ATTIC ACCESS
2. PEAK OF VAULTED CEILING
3. COLUMN- 12x12x8 CMU, 4 #5 VERT,#3 TIE @ 12" OC.
4. OPTION TO SUBSTITUTE W/ 6x8x16 CMU
GENERAL SPECIFICATIONS:
1. ROOF: METAL OVER PEE
L EL &STICK OVER 5!8" COX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN.
2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR 48" OC- CONT BOND BEAM TO
P OP (2) COURSES Wl#5
REBAR EA COURSE- 5/8" OR 1/2" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN
NOTES.
3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
4. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
5. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W! NO VENTS.
6. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G.
7. PROVIDE MANUFACTURED CONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT,
8. INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES.
R-13 BATT @ GARAGE SEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES.
9. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT
e
conditioned living area
3,030 sf
garage
672 sf
covered rear porch
452 sf
covered front porch
753 sf
breezeway
448 sf
total building area
5,355 If
SHEET INDEX
floor
�A-2A-1
gene
A-3
foundA-4
%plan
framiA-5
eleva
A-6
elect
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 1 STORY
RESIDENCE ON A VACANT LOT.
ZONING INFORMATION:
parcel id:2222-600-0006-000-2
AG-5 (unincorporated St Lucie County)
lot (approx.): 340'x642'
flood zone: X
UTILITY INFORMATION:
gas: new LP tank
sewage: septic
potable water: well
LOAD BEARING 2x4 WALL_I SEE BRG WALL DETAIL 4.5"
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SCALE: 1/4"= V-0" -
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf assumed
p (assumed)
WIND: 154mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed
design
FROST DEPTH: 12"
- THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADSAREAS FOLLOWS:
ROOF LIVE LOAD 20 PSF(slope<4:12), 15 PSF(slopez4:12)
ROOF DEAD LOAD 10 PSF TC (shingles, metal, modified bitumen)
15 PSF TC (concrete tile)
ROOF WIND LOAD (SEE DRAWINGS)
CEILING DEAD LOAD 10 PSF BC
SEE DRAWINGS WALL WIND LOADS ( )
FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC
FLOOR LIVE LOADS SEE BELOW
FLOOR LIVE LOADS
Uninhabitable attics without storage
10 psf
Uninhabitable attics with limited storage
20 psf
Habitable attics and attics served
with fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
WIND PRESSURES (asd
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
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AREA
(SF)
153
Roof > 7
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Garage
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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 havingjurisdiction 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: EXISTING BUILDING, 6th ed
2017 FBC: ENERGY CONSERVATION, 6th ad
2014 NATIONAL ELECTRIC CODE
2. 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 BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOCUMENTS.
NOTES SHALL APPLYE EQUALLY TO ALL CONTRACTORS SUBCONTRACTORS 2.2. THE FOLLOWING GENERAL & SPECIFIC Q ,
U AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
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 ARCHITECT AND 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 THATTHEY 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.
S. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5.2. A DRAWING 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. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BYARCHITECT. IF DRAWINGS HAVEADETAILED SPECIFICATION FORACERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BY ARCHITECT.
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:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, 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. DIMENSIONS:
10.1. DIMENSIONS ON ARCHITECTURAL 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.
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 MAYBE NOTED AS: "SEL ' OR "_ NAVD" OR "+X.X"'. CONSULT ARCHITECT
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 AVAILABLEATTIME OF INSPECTION. EVEN
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAYCHANGE TO A DIFFERENT PRODUCT THAT MEETS THE
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
IN OF PRODUCTS,AC RDING TO MFR INSTALLATION
DISCREPANCY BETW THE FASTENING CO NAND ARCHITECT'S SPECS,
VERIFY W/ ARCHITECT.
13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING
CONSTRUCTION DOCU G AND CORRELATING N
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 RESISTALL 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
PHASELOADS.
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST 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 PCA
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 UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO
15.3. CONCRETE, WHEN. PLACED, SHALL HAVE SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVE MAXIMUM SLUMP OF 51NCHES AND A MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10.
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 113 OF
BEAMOR COLUMN SPAN, IF ASPLICE 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.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BY AC1318:
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED. TO EARTH.OR_WEA,T,H,RR:.�6 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL SEAS 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. VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS ATCORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLSAS 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 PERACI 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.
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING
MASONRY.
16.2. MASONRY STRENGTH (rm DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH = 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVE SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1-1/2" BELOW TOP OF BLOCKAT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB; TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTE
D OTHERWISE AND
TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOPAND BOTTOM TO ENSURE THATTHE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED'
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. 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. 8" TOLERANCE ALLOWED
FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 121. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/-AS LONG AS
MIN ERG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.10, LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
16.11. BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
CHANGES IN BOND BEAM ELEVATION.
16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONIC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
AS-17. FOUNDATIONS:
17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TO 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 WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC
LINO. 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 LAPSAS PER
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN LINO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. SUGGESTION TO PROVIDE A4-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, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/0,77.
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.
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 SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
WELDING SOCIETY.
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.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV's OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC, EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BYA HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
0
Fb FOR
21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P . OR DOUGLASS FIR, GRADE #2 KD 19/o
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), 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- 3 ROWS 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 BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATORTO 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-V8AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb a 2,400 PSI, Fv = 190 PSI,
Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND 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 LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONIC
WALL W/ .25" x 3.25' TAPCON @ 16" OC.
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 1/2" 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 JSE 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 LAYOUTARE 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 INSUFFICIENTI 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 >- THE DOCUMENTED UPLIFT
VALUE IS z 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.
25. SITE/LANDSCAPING:
25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
DURING OPERATION.
25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
26. DOORS AND WINDOWS:
26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
SPECIFICATION/ PRODUCT APPROVAL.
26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
HARD NAILS OR T NAILS @ 12"/3" END, ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 674" END.
26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" @ @ OC MIN, 12" FROM
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
TAPCONS STAG @ 24" OC.
26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORSIWINDOWS.
26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
PER FBC R 302.5.1.
26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
26.8. GLASS TO HAVE: LOW-E, U-FACTOR s 0.4, SHGC s 0.25
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 TYPE.
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, W/ BATTERY BACKUP PER FBC R314.
27.T CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
28. PLUMBING:
28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BY A LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
29. ROOF PENETRATIONS:
29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS,
30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
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. WALL/CLG FLAME SPREAD: <200, WALL/CLG 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.
33.2. GUARDRAILS AS PER FBC R312.
33.3. STAIRWAYAS PER FBC R311.7.
33.4. MEP SYSTEMS T+ BFE, AS PER FBC R322.1.6.
33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
USE 2" CIA x 36"H PIPE W/ COLLAR BASE ATTACH COLL
AR TO SLAB W/ (4) 1/4" x 2.25" TAPC
ON.
33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
33.9. PROVIDE DRAFT STOPPING IN THE FORM OF %" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
THAN 1,000SF AS PER FBC R302.12.
34. FINISHES:
34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
34.2. EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACHTO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
W/ 1-3/4" EMBED INTO WOOD.
34.3. EXTERIOR T&G WOOD CEILING. ATTACH 10 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHEDTO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
•
AS ANCHOR BOLT
A/C AIR CONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICAL TILE
B.M.
BENCH MARK
SM
BEAM
BC
BOTTOM CHORD
BO
BY OWNER
BOTT
BOTTOM
BP
BOTTOM PLATE
CJ
CONTROL (CONSTRUCTION) JOINT
CL
CENTER LINE
CLG
CEILING
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL
COLUMN
CONC
CONCRETE
CONT
CONTINUOUS
CU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
D
NAIL SIZE (PENNY)
DR
DRYER
DISP
DISPOSAL
DF
DRINKING FOUNTAIN
DTL
DETAIL
DW
DRIVEWAY
'E'
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
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)
GFI
GROUND FAULT INDICATOR
GSF
GROSS SQUARE FEET
GWH
GAS WATER HEATER
GWB
GYPSUM WALLBOARD
HIS
HOSE BIB
HDG
HOT DIPPED GALVANIZED
HW
HOT WATER
HWH
HOT WATER HEATER
IN
INCH
INT
INTERIOR
MAX MAXIMUM
MFR MANUFACTURER
MIN MINIMUM
MW MICROWAVE
NIC
NOT IN CONTRACT
NTS
NOT TO SCALE
NSF
NET SQUARE FEET
L-1
LINTEL #1
LF
LINEAL FOOT
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. SIMPSON (MFR)
SBS STYRENE BUTADIENE STYRENE
SEL SITE ELEVATION
SF SQUARE FOOT
SK SINK
BOG SLAB ON GRADE Sfi
SS STAINLESS STEEL
STAG STAGGERED
TBD TO BE DETERMINED
TC TOP CHORD
THE TO MATCH EXISTING
TOB TOP OF BEAM
TOB TOP OF COLUMN
TOS TOP OF SLAB
TP TOP PLATE
TPO THERMO PLASTIC OLEFIN
TYR TYPICAL
UG UNDER GROUND
UNO UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VTR VENT THRU ROOF
WA WASHERMACHINE
WP WATERPROOF
WD WOOD
WWF WELDED WIRE FABRICMESH
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1/17/19
SHEET
A-2
WINDOW/ LINTEL SCHEC.
1
1 EXT
+32,7 -35.1
6 0
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_
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S.HUNG
E GEN NOTE 26
AMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
F — W5 _.
CLST 1
E
2-6x8-0
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FLOOR PLAN
SCALE: 1/4"= 1'-0"
a
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7131.2,-33.4
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D7
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16 0
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CAST CRE: L:`TEL 8F24-1B/_-
OVERHEAD DOOR
TEE GEN NOTE 26
FRAMES
TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD ,iirxc
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
1.22"x30" RO MIN ATTIC ACCESS
2. PEAK OF VAULTED CEILING
3. COLUMN- 12x12x8 CMU, 4 #5 VERT, #3 TIE 12" OC.
4. OPTION TO SUBSTITUTE WL 6x8x16 CMU
—.----------LN'X'i----------------'fx51---.-------------
FAMILY
o o
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B.R.2
'j-_L3j ------------
ENTRY
PORCH
DINING
8K
BA 2
2-sx6-0
0
N
PANTRY
ENE AL SPECIFICATIONS:
1. ROO METAL OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN.
2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W4#5
REBAR €A COURSE- 5/8 OR 1/2 GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN
NOTES:
3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC,
4. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
EXTERIOR SOFFIT STUCCO & LATH OVER FR
AMING W/ NO VENTS.
5.
6.PORRN
CEI
LING: STUCCO &LATH OV
ER FRAMING OR PINE T&G.
D OR CONDENSING FOR SPECIFIED WIND LOAD F
CONCRETE PADAND BRACKETS RATEDUNIT.
7. PR01/IPE MANUFACTURED CONC
8. INSULATION: R20 SPRAYFDAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES.
R-13 BATT @ GARAGE SEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES.
9. DEFIEPRED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT
•
conditioned living area
3,030 sf
garage
672 sf
covered rear porch
452 sf
covered front porch
753 sf
breezeway
448 sf
total building area
5,355 sf
HE
CLST
SWR
2-6xs-0
B.R.4 N
*X„ -
AHU
B.R.3
BREEZEWAY
cabinets
MUD ROOM.............__.............
q
4'-5 5/8" —m — — — ———— — — — — ——
DR
folding SK � —
r —
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1 �I i I
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SHEET INDEX
A-1
floor plan
A-2
general notes
A-3
foundation plan
A-4
framing plan
A-5
elevations
-
A6
elect Ian
P
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 1 STORY
RESIDENCE ON A VACANT LOT.
ZONING INFORMATION:
parcel id: 2222-600-0006-000-2
AG-5 (unincorporated St Lucie County)
lot (approx.): 340'x642'
flood zone: X
UTILITY INFORMATION:
gas: new LP tank
sewage: septic
potable water: well
16a os��
ST. LUCIE COUNTY BUILD G IVISION
REVIEWED FOR COMPLI N ES C
REVIEWED BY —
DATE
PLANS AND PERMIT MUS BE KEPT ON OB
SITE OR NO INSPECTION ) WILL BE MADE
ALL MANUFACTURE LAO
U FAf} TORS AND SHGC COMPLIANCE
Wr}H FBC ENERG ANS
D WNDOWS
REMAIN ON ALL DOORS
UNTIL INSPECTIONS ARE APPROVED
CONCEALED FASTENERS OR ATTACHMENTS
ARETHE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD.
THESE PLANS AND ALL PROPOSED WORK
ARE SU6JECT TO ANY CORRECTIONS
REQUIRED IVY FIELA INSPECTORO THAT
MONK ECESSARY
COMPLY WITH ALL APPLICABLE CODES.
W12
Cs7,L'71ei
FILE COPY
I I
\ / I
I i
y \
I I
I � I
WALL LEGEND
ID
DESCRPTION
SPECS
THICKNESS
ON FLOOR
PLAN
REINFORCED CMU WALL
W/ FINISHES
SEE GENERAL SPECIFICATIONS ON A-1
9"
REINFORCED CMU WALL
WO/ FINISHES
SEE GENERAL SPECIFICATIONS ON A-1
7 5/8"
REINFORCED CMU COLUMN
SEE FLOOR PLAN
VARIES
=74=7=
NON LOAD BEARING INT WALL
SEE GENERAL SPECIFICATIONS ON A-1
4.5"
LOAD BEARING 2x4 WALL
SEE BRG WALL DETAIL
4.5"
ERECI
I
I
I
HB
I
SCANNED
BY
St. Lucie County
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floor plan
1/17/19
SHEET
A-1
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 154mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed
design
FROST DEPTH: 12"
THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS:
ROOF LIVE LOAD
20 PSF(slope<4:12), 15 PSF(slopez4:12)
ROOF DEAD LOAD
10 PSF TC (shingles, metal, modified bitumen)
15 PSF TC (concrete tile)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
(SEE
(S DRAWINGS) W NGS)
FLOOR DEAD LOADS
15 PSF TC, 5 PSF BC
FLOOR LIVE LOADS
SEE BELOW
FLOOR LIVE LOADS
Uninhabitable attics without storage
10 psf
Uninhabitable attics with limited storage
20 psf
Habitable attics and attics served
with fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
WIND PRESSURES
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
153
1
10.0
18.8
1
20.0
17.2
_-29.5
-28.3
1
50.0
14.9
-27.0
Roof > 7
1
100.0
13.3
-26.6
2
10.0
18.8
-51.3
27
2
20.0
17.2
-47.1
to
degrees
2
50.0
14.9
-41.5
2
100.0
13.3
-37.7
3
10.0
18.8
-76.6
3
20.0
17.2
-71.1
3
50.0
14.9
-64.6
3
100.0
1 13.3
-59.5
4
10.0
32.7
-35.1
4
20.0
31.2
-33.4
4
50.0
29.2
-31.2
Wall
4
100.0
27.7
-29.5
4
500.0
24.3
-26.6
5
10.0
32.7
-43.2
5
20.0
31.2
-40.2
5
50.0
29.2
-36.4
5
100.0
27.7
-33.4
5
500.0
24.3
-26.6
Garage
Door
1 9'x7'
28.6
-32.4
16 x7
27.4
-30.6
1.29 adjustment factor
WALLS
't�`
i e
0 0; ^,
�
i 0410"
GABLE ROOFS
0 s 40°
-fTt--1'
-1
I
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I s
,
a
"
10' < 0 < 4S•.
"
GABLE ROOFS
10°<0545'
R SL lfwy WA. ,Id ."175rt
f p-
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_
to- <0430°
.- �', r
HIP ROOFS
10" <0's 30"
GENERAL NOTES- residential
1.
CODE COMPLIANCE:
16. CONCRETE MASONRY:
23.
PE TRUSSES:
1.1.
This project was designed under the following codes. The construction documents cannot reference all of the codes require for the
16.1.
ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING
23.1.
FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
ABBREVIATIONS:
construction of this building. B submitting these construction documents f r r g y g o permit or commencing work, the contractor, hereby
MASONRY.
TRUSSES. DO NOT CUTANY 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 (fm DESIGN) UNO:
FROM THE ENGINEER AND 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
23.2.
FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING,
AHU
AIR HANDLING UNIT
2017 FBC: RESIDENTIAL, 6th ad
-MORTAR STRENGTH = 1800
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
2017 FBC: EXISTING BUILDING, 6th ad
-GROUT STRENGTH = 2000
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
2017 FBC: ENERGY CONSERVATION, 6th ed
16.3.
GROUT SHALL HAVEA 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 SUPPORTINQ STRUCTURE HAS
B.M.
BENCH MARK
2014 NATIONAL ELECTRIC CODE
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
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
2.
ALL GENERAL NOTES
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BO
BY OWNER
2.1.
THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
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
BOTT
BOTTOM
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
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-
BP
BOTTOM PLATE
WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
16A.
CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COUR@ES ACCURATELY SPACED
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
DOCUMENTS.
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
CJ
CONTROL (CONSTRUCTION) JOINT
2.2.
THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
TOLERANCES SPECIFIED IN ACI 531.1 AND.530.1.
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
CL
CENTER LINE
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
16.5.
REINFORCING BAR SHALL B NOTED OTHERWISE AND S E PLACED IN THE MIDDLE OF THE CELLS UNLESS N T
SS D
SHALL BE BROUGHT TO THEATTENTI N
0 OF THE ARCHITECT FOR SUBSTITUTION. SDECOON.
CLG
CEILING
C G
2.3.
GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSl1RE THATTHE BAR DOES
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS'RAT RUN'
CMU
CONCRETE MASONRY UNIT
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
NOT MOVE DURING GROUTING.
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
CO
CONNECTOR
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
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
COL
COLUMN
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
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
CONC
CONCRETE
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
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
CONT
CONTINUOUS
2.4.
NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
CU
CONDENSING UNIT OR COPPER
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA
16.8.
WALL REINFORCEMENT: VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CW
COLD WATER
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE.95 PSI,
CXN
CONNECTION
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
3.
ARCHITECT & CONTRACTOR RELATIONSHIP
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
D
NAIL SIZE (PENNY)
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 (M 48" 00. WALL
SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
DR
DRYER
3.1.
UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
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
DISP
DISPOSAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
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
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THATTHEYARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW.
23.8.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DTL
DETAIL
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
16.9.
REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DW
DRIVEWAY
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
BEARING. CONTINUOUS REINFACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS
APPROVAL.
'E'
EXISTING
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
MIN ERG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
EA
EACH
MENTIONED, THE CONTRACTORAND SUBS ARE REQUIRED TO UNDERSTANDAND ADHERE THE BLDG CODES NO
16.10.
LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
24,
CONNECTORS/FASTENERS:
EJ
EXPANSION JOINT
DIFFERENT THAN THE ARCHITECT.
CONTROL CRACKING.
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
EL
BUILDING ELEVATION
16.11.
BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
ELECT
ELECTRICAL
4.
WORKMANSHIP:
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
EW
EACH WAY
4.1.
ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
CHANGES IN BOND BEAM ELEVATION.
VALUE IS t SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
EWC
ELECTRIC WATER COOLER
RESPECTIVE TRADES.
16.12.
ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
EWH
ELECTRIC WATER HEATER
5.
COORDINATION:
1
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EXP
EXPOSED
17. FOUNDATIONS:
EITHER UNLESS SPECIFIED BY ARCHITECT.
EXT
EXTERIOR
5.1.
THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
17.1.
BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TO BE CLEAN
EXTG
EXISTING
5.2.
A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
GRANULAR& UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
25.
SITE/LANDSCAPING:
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS @OIL TO BE TESTED BY
25.1.
THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
F1
FOOTING #1
INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT,
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY RECOMEND SITE PREP.
DURING OPERATION.
FA
FASTENER
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATEDAS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
17.2.
DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
25.2.
SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
FD
FIELD (FLOOR) DRAIN
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
FE
FIRE EXTINGUISHER
6.
ABBREVIATIONS:
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AR PER ACI 318 OR FBC
26.
DOORS AND WINDOWS:
FF
FINISH FLOOR
6.1.
SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.
UNO. For#5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8ABOVE. FOR
26.1.
INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
FIN
FINISH
7.
CONDITIONS NOT DETAILED:
MISSED EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EM®ED W/ CLEAN HOLE,
SPECIFICATION/ PRODUCT APPROVAL.
FLR
FLOOR
17.3.
BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 MIN WITH MESH UP CHAIRS OVER
26.2.
PT 1 x BUCK: ATTACH TO MASONRY/CONCFP
W/ADHESIVE & RECESSED 3/1 MIN 6D CASE
FIRE PROTECTION
7.1.
CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE C
CONTRACTOR ON HOW TO
6-MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATS® COMPACTED GRADE
OVER T RMI
DHE
HARD NAILS OR T NAILS @ 12"/3"END. ATTACH TO MASONRY/GONG W/ADHESIVE &RECESSED 3/16"x2"
& RECESSED
SE
EPS
EXPANDED POLYSTYRENE
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC, MUST BE RESOLVED. NOTIFYARCHITECT IF A
UNO. SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS.
MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12-W END. PT 2x BUCK: ATTACH TO MASONRY/GONG
FTG
FOOTING
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
17.4.
CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"A" END.
FT
FOOT (OR FEET)
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FOfi A CERTAIN PRODUCT,
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO
26.3.
MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
CONTRACTOR MAY REQUEST SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVEA GENERIC
MATCH LONGITUDINAL REBAR.
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 24 @ TOP TO LINTEL W/ il4" x 2.75"
GFI
GROUND FAULT INDICATOR
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
17.5.
SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL
TAPCONS STAG @ 24" OC.
GSF
GROSS SQUARE FEET
BYARCHITECT.BELOW
ALL INTERIOR SLABS -ON -GRADE.
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
GWH
GAS WATER HEATER
S.
VERIFY SITE INFORMATION:
17.6.
SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R30&4)
GWB
GYPSUM WALL BOARD
17.7.
SLAB FINISHES UNO:
26.5.
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS,
8.1.
CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
-MAIN BUILDING: STEEL TROWEL FINISH
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
HB
HOSE BIB
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
PER FBC R 302.5.1.
HDG
HOT DIPPED GALVANIZED
BE DISCOVERED BY THE CONTRACTOR O HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
26.7.
FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
HW
HOT WATER
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
17.8.
GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT.
26.8.
GLASS TO HAVE: LOW-E, U-FACTOR s 0.4, SHGC s 0.25
HWH
HOT WATER HEATER
9.
PRIOR TO ANY EXCAVATION WORK:
17.
CONCRETE P9. ADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
27.
ELECTRICAL &LIGHTING NOTES
IN
INCH
9.1.
THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
17.10.
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
RECESS SGD & GARAGE DOOR THRESHOLDS 3/4% VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
27.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
INT
INTERIOR
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
17.11.
COLUMN/WALL AND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE
UTILITIES AND OWNER. CONTACT ALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
JT
JOINT
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
18. STRUCTURAL STEEL:
27.2.
ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
10.
DIMENSIONS:
18.1.
ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36AND THE "SPECIFICATION FOR THE
27.3.
PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
MAX
MAXIMUM
10.1.
DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS.
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
27.4.
27.5.
PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
ALL EXTERIOR OUTLETS TO BEGFIC WITH WEATHER TIGHT PROTECTIVE COVER.
MFR
MIN
MANUFACTURER
MINIMUM
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35
KSI)'
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
MW
MICROWAVE
CONFLICT RESULTS. DOCUMENTANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING, DO NOT RELY ON SCALED
18.2.
ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
DIMENSIONS.
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE
27.8.
WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
NIC
NOT IN CONTRACT
11.
HEIGHT ELEVATIONS:
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
PLUMBING:
NTS
NSF
NOT TO SCALE28.
NET SQUARE FEET
11.1.
BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION U-0" (BUILDING ELEVATIONS MAY
BE NOTED AS "BLDG EL. " OR "EL. " OR "AF F ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
18.3.
WELDING SOCIETY.
ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
28.1.
PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
_')
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE
18.4.
ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT, IF LAYOUT/SIZING IS
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
L-1
LF
LINTEL #1
LINEAL FOOT
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHTAS A
"EEL 'I- "+S,X'
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
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
REFERENCE DATUM. SITE ELEVATIONS MAYBE NOTED AS: _" OR NAVD" OR ". CONSULT ARCHITECT
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
INSTITUTE OF STEEL CONSTRUCTION.
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
OC
ON CENTER
18.5.
ALLANCHOR BOLTS SHALL CONFORM TO ASTM A36 ORA307 (THREADED ROD).
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING,
OAS
OR APPROVED SIMILAR
12.
AMBIGUITY:
18.6.
SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
29.
ROOF PENETRATIONS:
PL
PROPERTY LINE OR PLATE
12.1.
IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
18.7.
GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
PLY
PLYWOOD
12.2.
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
.
19LIGHT GAGE METAL STUDS &MISC. METAL FRAMING:
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
PT
PRESSURE TREATED
CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
19.1.
ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
PVC
POLYVINYL CHLORIDE
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV's OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
13.
FLORIDA PRODUCT APPROVALS / SUBMITTALS I SHOP DRAWINGS:
GA'
30.
FIRE RATED UL FLOOR, WALL, &ROOF PENETRATIONS:
R
R/A
RADIUS
RETURN AIR
13.1.
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) /PRODUCT APPROVAL SARE THE RESPONSIBILITY
20. HVAC:
30.1.
CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
RCB
REINFORCED CONCRETE BEAM
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
20.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
RCC
RD
REINFORCED CONCRETE COLUMN
SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A
GRILLES ETC, SHALL DETERMINED BYA HVAC LICENSED CONTRACTOR AND APPROVED. BY THE
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE,
REF
ROOF DRAIN
REFRIGERATOR
DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONANDARGHITECT'S SPECS,
ARCHITECT. IF TI IS PROVIDED HVAC CONTRACTOR VERIFY.
31.
FLAME SPREAD INDEX &SMOKE DEVELOPED INDEX:
REINF
REINFORCING
VERIFY W/ ARCHITECT.
20.2.
NLAYOUT/SIZING
PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
D F
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
REQ
REQUIRED
112.
SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302:9 - 302.10
RIW
RIGHT-OF-WAY
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
MANUFACTURER'S SPECIFICATIONS.31.2.
31.3.
INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
RTU
ROOF TOP UNIT
DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
21. WOOD
FRAMING
31.4.
WALUCLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
S.
SIMPSON (MFR)
DOCUMENTS.
21.1.
ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DS FIR, GRADE #2, KD (Fb FOR
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
SSS
STYRENE BUTADIENE STYRENE
14.
GENERAL STRUCTURAL
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTEDIED IN IN THE NATIONAL FORESTT
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 48), AND SHALL CONFORM TO
32.1.
WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
SEL
SITE ELEVATION
14.1.
ONCE SIGNED & SEALED BYARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION
THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND.
33.
MISC:
SF
SK
SQUARE FOOT
SINK
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR
WALLS) TO BE #2 S.P.F. OR BETTER.
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
AS
BOG
SLAB ON GRADE
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
21.2.
ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
33.2.
G
GUARDRAILS AS PER FBC
SS
STAINLESS STEEL
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80
33.3.
33.4.
AIRWAYAS PER. FBC R311.7.
MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
STAG
STAGGERED
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTIONG21.3.
LOADS. TEMPORARY
CCA.
SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS:
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
TBD
TO BE DETERMINED
BRACING
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING -
TTAI WEIGHTS OF ALL
-2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED.
33.7.
USE 2" BOT OM PIPE W/ COLLAR BASE, ATTACH COLLAR M SLAB W/ (4) 1/4" x 2.25" TAPCON.
CAULK BOTTOM OF SOLE COMMON FRAME WALL.
TC
THE
TOP CHORD
TO MATCH EXISTING
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
33.7.
QUIRE FOR
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
TOB
TOP OF BEAM
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RE$I»TING ALL CONSTRUCTION
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
TOB
TOP OF COLUMN
14.3.
PHASE LOADS.
THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF
-2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
33.9.
PROVIDE DRAFT STOPPING IN THE FORM OF 1/2" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
TOS
TOP OF SLAB
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
-LOCATE SPLICES OVER ERG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY &PACER USED
THAN 1,0005E AS PER FBC R302.12.
TP
TPO
TOP PLATE
THERMO PLASTIC OLEFIN
14.4.
SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
21.4.
LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC.; AND ANCILLARYACCE$SORIES, FASTENERS,
34. FINISHES:
TYP
TYPICAL
ROOFS OR STONE ON RAISED FLOORS.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WETAREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
15.
CAST -IN -PLACE CONCRETE
SEAL OF FLORIDA ENGINEER SPECIALTY ENGINEER
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
UG
UNDER GROUND
15.1.
ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE
SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
UNO
UNLESS NOTED OTHERWISE
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
21.&
AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION:)
GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND
34.2.
EILI
EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
ITS
VB
VAPOR BARRIER
15.2.
CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fh = 2,400 PSI, Fv = 190 PSI,
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ NAILS F HEAD @ 6" OC
W/
VTR
VENT THRU ROOF
ITS DESIGN
STRENGTH:
-
Pc (PERPENDICULAR) = 650 PSI, E = 1,800,660'PSI, FABRICATIONAND HANDLING SHALL CONFORM TO THE
1-3/4" EMBED INTO WOOD.
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN U
LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION AND ASTM STANDARDS, BEAMS SHALL
AITCNO
(DESIGN
34.3.
EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W1(2)16D NAIL.
WA
WP
WASHER MACHINE
WATER PROOF
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN LINO
BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS PROPERTIES, UNLESS CAMBER AND
WD
WOOD
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO
TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH
WWF
WELDED WIRE FABRICMESH
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LINO
INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN1200. ERECT WITH CROWN OR CAMBER UP.
15.3.
CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN
ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH.
CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT
15.4.
COMPLY WITH ALL REQUIREMENTS OF ACI 117-10.
WITH MINIMUM CAMBER STATEDABOVE.
15.5.
ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
21.6.
LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
21.7.
INSTRUCTIONS.
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.
BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
21.8.
ALL WOOD NAILING AS PER FBC R 602.3 UNO.
NOT NOTED VERIFY W/ ARCHITECT
15.6.
CHECK ALL DRAWINGS
AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
22. PLYWOOD
SHEATHING:
ITEMS SUCH AS PIPE
SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
22.1.
ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
15.7.
PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
22.2.
UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
22.3.
FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF.
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
15.8.
SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
22.4.
FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
THAN THAT REQUIRED BYACI318:
WITHIN 4' OF EAVES/RIDGES/GABLES.
-CONCRETE CAST AGAINSTAND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
22.5.
FOR SUBFLOOR USE 3/4" PLYWOOD AND 25' #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
15.9.
CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
22.6.
SPACE FASTENERS 6" FIELD, 6" EDGE.
FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
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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1/17/19
SHEET
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„"t. AR97108
WINDOW/ LINTEL SCHEDULE
ACTUAL B.O.
ID LOCAT. PRESSURES W 1-111 LINTEL LINTEL TYPE NOTES
W1 1/EXT +32.7 85.1 6-0 4.0 8 0 CAST CEiErL[NTELSF24 18/17F JDBL S HUNG
W2
1/EXT
+32.7-35.1
6-0
5-2
8-0
CAST CRETE LINTEL 8F2r• 1B/1T
DEL S.HUNG
"`"`
• (EXT
+32.7 55.1
6 P
S 2
8 0
18
CASs CRETE LINTELSf2A, /1T'
'N
DBLS.HU G
EGRESSABLE
W4
1/EXT
+32.7-35.1
6-0
4-0
8-0
CAST CRETE LINTEL 812/ 113/17F
DEL S.HUNG
TEMPERED
WE
/EXT
+32.7 35.1
6 0'
5 2
8A
CAST CRETE LINTEL8F2A 1B/1T'
DBL S HUNG
W6
1/EXT
+32.7-35.1
8-0
5-2
8-0
CAST CRETE LINTEL SF2A 1B/1T
DEL S.HUNG
.x
lal"1F
1./EXT
8-4:
5-2 r
8 0
CAST CRETE LINTEL 81`24 18/1T:.
DEL S.HUNG
W8
1/EXT
+32.7-35.1
2-0
2-0
8-0
CAST CRETE LINTEL 8F241B/1T
S.HUNG
1fEXT'
3 Sf
SF ..
8 0
CAST E ETE�CLNTEL8F2n 18/17E
S.HUNG'
EGRESSABLE
W10
1/EXT
+32.7-35.1
30
20
II0
CAST CRETE LINTEL 81`24 13/1T
S.HUNG
TEMPERED
+32.7 35.1
30'. �
S z
8 0 ?
CAST CRETE LINTEL8F24 1B/1T
S.HUNG 1
EGRESSABLE
W12
1/EXT
+32.7-35.1
3-0
5-2
8-0
CAST CRETE LINTEL 8F2A 113/1T
S.HUNG
SEE GEN NOTE 26
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
r
D1
1/EXT
ACTUAL
+31.2, 33.4
-E 0
8,-0
DOOR/ LINTEL SCHEDULE
CAST CRETE LINTEL 8RF22-1B/1T S. SWING, 1 LITE GLASS PANEL, (2)16" SIDELIGHTS T
D2
1/ EXT
+31.2, -33.4
2-8
8-0
CAST CRETE LINTEL 8RF22-1B/1T
D. SWING, 1 LITE GLASS PANEL
D3
1/EXT
+31.2, 33A
-9.0
dCRETE LINTEL 8RF22-1B/1T
'D.SWING, ILITE GLASS PANEL
D4
1/ EXT
+31.2, 33.4
9 0
8-0
CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, 1 LITE GLASS PANEL
D5
1/EXT
+312, 33A
3 0
8 0
CAST CRETE LINTEL 8RF22-1B/1T
S SWING, SOLED PANEL
D6
1/ EXT
+31 2, 33.4
8 0
8-0
CAST CRETE LINTEL 8RF22-1B/1T
S. SWING, SOLID PANEL
D7
1/EX7 .'
;7.4, 30.6
W"
8 0
CAST CRETE LINTEL 8F24 1B/1T
IOVERHFAD DOOR
SEE GEN NOTE 26
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE:,
FLOOR PLAN KEYNOTES:
1.20"00" MIN ATTIC ACCESS
2. PEAK OF VAULTED CEILING
� rnl I IMN- 19v19vA MA I d d 9 VERT R3 TIP rR 99" nr
GENERAL SPECIFICATIONS:
1. ROOF: METAL OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN.
2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/:1
REBAR EA COURSE- 5/8" OR 1/2" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN
NOTES.
WB OVER 3 5 8" 25 GA METAL STUD OR 2x4 16" OC.
3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2 G O / @
: 1 2" " WB OVER WOOD PE TRUSS BOTTOM CHORD.
4. CEILING / OR 5/8 G S
5. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ NO VENTS.
6. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G.
7. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT.
8. INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES.
R-13 BATT @ GARAGE SEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT ATTIC SPACES.
9. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT
AREA CALCULATIONS:
conditioned living area
3,030 sf
garage
672 sf
covered rear porch
452 sf
covered front porch
753 sf
breezeway
448 sf
total building area
5,355 sf
SHEETINDEX
A-1
floor plan
A-2
general notes
A-3
foundation plan
A-4
framing plan
A-5
elevations
A-6
elect plan
PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 1 STORY
RESIDENCE ON A VACANT LOT.
ZONING INFORMATION:
parcel id: 2222-600-0006-000-2
AG-5 (unincorporated St Lucie County)
lot (approx.): 340'x642'
flood zone: X
UTILITY INFORMATION:
gas: new LP tank
sewage: septic
potable water: well
FDOH in St. Lucie County
Environmental Health
Site Plan Approved for Construction
Supersedes All Previous Site Plans for
10
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BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 154mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed
design
FROST DEPTH: 12"
- THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS ARE AS FOLLOWS;
ROOF LIVE LOAD
ROOF DEAD LOAD
ROOF WIND LOAD
CEILING DEAD LOAD
WALL WIND LOADS
FLOOR DEAD LOADS
FLOOR LIVE LOADS
20 PSF(slope<4:12), 15 PSF(slopez*12)
10 PSF TC (shingles, metal, modified bitumen)
15 PSF TC (concrete tile)
(SEE DRAWINGS)
10 PSF BC
(SEE DRAWINGS)
15 PSF TC, 5 PSF BC
SEE BELOW
FLOOR LIVE LOADS:
Uninhabitable attics without storage
Uninhabitable attics with limited storage
Habitable attics and attics served
with fixed stairs
Balconies (exterior) and decks
Fire escapes
Guardrails and handrails
Guardrail in -till components
Passenger vehicle garages
Rooms other than sleeping room
Sleeping rooms
Stairs
WIND PRESSURES (asd
10 psf
20 psf
30 psf
40 psf
40 psf
200 lb
50 plf
50 psf
40 psf
30 psf
40 psf
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
153
1
10.0
18.8
-29.5
1
20.0
17.2
-28.3
1
50.0
14.9
-27.0
1
100.0
13.3
-26.6
2
10.0
18.8
-51.3
Roof > 7
to 27
degrees
2
20.0
17.2
-47.1
2
50.0
14.9
-41.5
2
100.0
1 13.3
-37.7
3
10.0
1 18.8
-76.6
3
20.0
17.2
-71.1
3
50.0
14.9
-64.6
3
100.0
13.3
-59.5
4
10.0
32.7
-35.1
Wall
4
20.0
31.2
-33.4
4
50.0
29.2
-31.2
4
100.0
27.7
-29.5
4
500.0
24.3
-26.6
5
10.0
32.7
-43.2
5
20.0
31.2
-40.2
5
50.0
29.2
-36.4
5
100.0
27.7
-33.4
5
500.0
24.3
-26.6
Garage
Door
9'x7'
28.6
1 -32.4
16'x7'
I
1 27.4
1 -30.6
1.29 adjustment factor
WALLS
t
10° <o s 4s°
GABLE ROOFS
106 < 0 % 45°
r",S] tit'- W4.0 1�!#R"'.U17sw,.
N.,: ., 4f. in ., .
"t"1"
,
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to o�
_1 1
05100
GABLE ROOFS
b5 to*
446
ROOFS
10'z0.530°
"
100 a0530'
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: EXISTING BUILDING, 6th ad
2017 FBC: ENERGY CONSERVATION, 6th ad
2014 NATIONAL ELECTRIC CODE
2. 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.
SPECIFIC SUBCONTRACTORS 2.2. THE FOLLOWING GENERAL & S ,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
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 INTHE -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. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FARAS 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. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED, NOTIFY ARCHITECT IF A
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED.BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FOR ACERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BY ARCHITECT.
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:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
A AND INFORM THEM 0IMPENDING
UTILITIES AND OWNER, CONTACT ALL AFFECTED UTILITY COMPANIES F THE
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10. DIMENSIONS:
E "ROUGH' OR "FINISH." SEE PLANS FOR
10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY B 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.
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 HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR "+X.X"'. CONSULT ARCHITECT
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 gE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
CONSTRUCTION DOCUMENTS ONLY. THE CON I RESPONSIBLE FOR CONFIRMING AND CORRELATING
CONTRACTOR R C O S
DIMENSIONS ATJOBSITE 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
REGARDING FORMING AND CONSTRUCTION LOAD NECESSARY METHODS AND SUPPORTS R 3. TEMPORARY BRACING
ALL CONSTRUCTION LOADS INCLUDING T
AND SHORING SHALL BE DESIGNED TO RESISTHE 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 STARTOF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST 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 PCA
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 UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO
15.3. CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES 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.
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TOASTM A-185.
ARRANGEMENTAND 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, IFA 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.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BYAC1318:
-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'SHOPDRAWINGS-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 ORAWINGS. 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 TOSTARTATA 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.
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOA
D BEARING
MASONRY.
16.2. MASONRY STRENGTH (fm DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH = 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVEA SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
F NOTED OTHERWISE AND
16:5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE O THE CELLS, UNLESS NO
TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. 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. 8" TOLERANCE ALLOWED
FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS
MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
16.11. BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
CHANGES IN BOND BEAM ELEVATION.
16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
17. FOUNDATIONS:
17.1. CONTRACTOR RESPONSIBLE FOR IN -PLACE SOILS TO BE UNIFORMLY COMPACTED TO 95% DENSITY, AND
TESTED TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY SPECIFIED IS MET. ALL SITE PREP AS
PER GEOTECH SPECS.
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/ 118" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 1 0/1 0 WWF MIN WITH MESH UP CHAIRS OVER 6-
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
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. PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL
INTERIOR SLABS -ON -GRADE UNLESS NOTED OR DETAILED OTHERWISE.
17.6. SOILAND SUBGRADE IS TO BE TERMITE TREATED.
17.7. SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
-DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM 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.
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-63, 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 SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
WELDING SOCIETY.
18.3. ALL STEEL P ATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
8 3 S TO RECEIVE ONE SHOP CO
18.4 ALL BOLTED CONNECTIONS SHALLCONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED
WASHERS AS SHOWN ON THE STRUCTURALDRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
RA
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
18.. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 THREADED ROD).
5 ( )
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BY HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
0Fb FOR
T L A A E #2 KID 19 /o 21.1. ALL STRUCTURAL (LOAD RING LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR GRAD
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), 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- 3 ROWS 10d COMMON NAIL @12" OC EACH LAYER.
-2x10-4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/21' PLY SPACER USED
21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATORTO SUBMIT SHOP DRAWINGSAND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND
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, FABRICATION AND 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 LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC
WALL W/ .25" x 3.25"TAPCON @ 16" OC.
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 1/2" 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" PLYWOODAND 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
O
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
WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH t THE DOCUMENTED UPLIFT
VALUE IS z SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THATARE 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.
25. SITE/LANDSCAPING:
25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
DURING OPERATION.
25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
26. DOORS AND WINDOWS:
26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
SPECIFICATION/ PRODUCT APPROVAL.
26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
W/ADHESIVE & RECESSED 1AN3 1/4" MIN TAPCON @ 8"A"END.
26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1W x 2.75"
TAPCONS STAG @ 24" OC.
26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORSNANDOWS.
26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
PER FBC R 302.5.I.
26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
26.8. GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25
27. ELECTRICAL & LIGHTING NOTES
27A. PLANS ARE SCHEMATIC, EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BY AN 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 TYPE.
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, W/ BATTERY BACKUP PER FBC R314.
27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
28. PLUMBING:
28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
29. ROOF PENETRATIONS:
29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
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. WALL/CLG FLAME SPREAD. 200, WALL/CLG 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.
33.2. GUARDRAILS AS PER FBC R312.
33.3. STAIRWAYAS PER FBC R311.7.
33.4. MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
USE 2" DIA x 36"H PIPE W/ COLLAR BASE ATTACH COLLAR TO SLAB W/ 4 1/4" x 2.25" TAP () CON.
33.6. CAULK BOTTOM OF SOLE PLATEAT GARAGE COMMON FRAME WALL.
33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
33.9. PROVIDE DRAFT STOPPING IN THE FORM OF Y" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
THAN 1,000SF AS PER FBC R302.12.
34. FINISHES:
34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
PER FBC R302.6. SEE DOOR GEN NOTE 26.6.
34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACHTO BOTTOM OF WOOD FRAMING W111GA NAILS W/ 3/8" HEAD @ 6" OC
W/ 1-3/4" EMBED INTO WOOD.
34.& EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTERMOIST/BC.
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
0
ABBREVIATIONS:
AB ANCHOR BOLT
A/C AIRCONDITIONER
AHU AIR HANDLING UNIT
AT ACOUSTICAL TILE
B.M.
BENCH MARK
BM
BEAM
BC
BOTTOM CHORD
SO
BY OWNER
BOTT
BOTTOM
BP
BOTTOM PLATE
CJ
CONTROL (CONSTRUCTION) JOINT
CL
CENTER LINE
CLG
CEILING
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL
COLUMN
CONC
CONCRETE
CONT
CONTINUOUS
CU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
D
NAIL SIZE (PENNY)
DR
DRYER
DISP
DISPOSAL
DF
DRINKING FOUNTAIN
DTL
DETAIL
DW
DRIVEWAY
'E'
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
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)
GFI
GROUND FAULT INDICATOR
GSF
GROSS SQUARE FEET
GWH
GAS WATER HEATER
GWB
GYPSUM WALLBOARD
HB HOSE BIB
HDG HOT DIPPED GALVANIZED
HW HOT WATER
HWH HOT WATER HEATER
IN INCH
INT INTERIOR
JT JOINT
MAX MAXIMUM
MFR MANUFACTURER
MIN MINIMUM
MW MICROWAVE
NIC NOT IN CONTRACT
NITS NOT TO SCALE
NSF NET SQUARE FEET
L-1 LINTEL #1
LF LINEAL FOOT
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. SIMPSON (MFR)
SIBS STYRENE BUTADIENE STYRENE
SEL SITE ELEVATION
SF SQUARE FOOT
SK SINK
BOG SLAB ON GRADE
SS STAINLESS STEEL
STAG STAGGERED
TBD TO BE DETERMINED
TC TOP CHORD
THE TO MATCH EXISTING
TOB TOP OF BEAM
TOB TOP OF COLUMN
TO$ TOP OF SLAB
TP TOP PLATE
TPO THERMO PLASTIC OLEFIN
TYP TYPICAL
UG UNDER GROUND
LINO UNLESS NOTED OTHERWISE
VB VAPORBARRIER
VTR VENT THRU ROOF
WA WASHER MACHINE
WP WATERPROOF
WD WOOD
WWF WELDED WIRE FABRICMESH
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1/17/19
SHEET
A-2
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FOUNDATION PLAN NOTES
-SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALLCELLS ARE MARKED ON PLAN FOR
CLARIFICATION. THESE DIMS ARE APROXIMATE IF DIMENSIONED ON PLAN, CONTRACTOR TO
VERIFY ROUGH OPENING SIZES.
-SEE FLOOR PLAN FOR DIMENSIONS
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foundation plan
1/17/19
SHEET
A=3
�NGIS P. Q/' .9
VA4R')71 DtsFOUNDATION / SLAB PLAN
D
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CONNECTION (CXN) SCHEDULE
ACTUAL ACTUAL
CONNECTEDTRUSS
CXN ID ELEMENTS REACTION ID UPLIFT GRAVITY CONNECTOR ID
Vos$
CO-1.
valley truss to ea supporting
CXN 2 truss truss
CO-4
° r
..
CXN-4 T27 26,17 truss
CO-5
1. Reference connector 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 necessary points.
ROOF FRAMING PLAN
SCALE: 1/4"= V-0"
CONNECTOR(CO)SCHEDULE
ACTUAL ACTUAL
ALLOW ALLOW
r CONNECTED ELEMENTS UPLIFT GRAVITY
UPLIFT GRAVITY
CITY MFR
MODEL
CO-1
1810
1 Simpson
IT ETA 20
To truss w/'.(9) 1Ed x 1.5°.
CO-2
2035
.'
Simpson
IT ETA 20
To single ply truss w/ (10) 10d x 1 5"
" '+'
tl r
2500
S
Simpson
HETA 20
To multi ply truss w/ (12)16d i
To conc w/ (4) 25 x 2 25" tapcon. To truss w/ HSTM
CO-4
missed or misplaced co-1
1175
1
Simpson
FITSM20
20
Mo �" �. g ` �..
u
TOCpnG w 4 .25 x 2 25 tapcon. TO truss w HS.
/Al,rr"I
2350
�.�®
s9d
To valley truss be w/ (3) 10d x 1.5". To supporting
CO-4
370
1
Simpson
VTCR
truss tc w/ (4) 10d
2—ply (22) 10d nails wl 5/8' TR epoxied 12" Into bond
3965
I
Simpson
MGT
beam
1. Gravity/uplift loads reference connection schedule ID.
W
2. 'truss' listed as a load means to reference loads in truss package.
3. If'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all
nesessary points.
4. If'connected elements' is left blank, see connection schedule.
S'QTY' referes to the number of connectors used per per ea connection
(connected elements). If city left blank, refer to drawings.
6. All loads are checked by architect, loads left blank were checked but are
not required to be listed.
7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
LINTEL SCHEDULE
ID MFR SPEC
L 1 CAST CR ,`§ E16-16/1T
L-2 ICASTCRETE 8F16-1B/1T
ID refernces lintels (L-if) shown in the Iraming plan. Also see window & door schedules.
Lintel length is estimated greater than or equal to the actual length. Check openings prior to
fering. For windows & doors 18" has been added to the unit width.
Loads are in plf uno.
worst case actual may
Actual loads listed in this schedule are y be lower than listed but never
FRAMING PLAN NOTES:
1. ALL WALLS SHOWN IN GREYARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL EXTERIOR WALLS
2. REFERENCE PE TRUSS LAYOUT BY MFR
FRAMING KEYNOTES:
1. DON'T BEAR TRUSSES ON CLST 2 WALLS
SLOPE AS PER ELEV
ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL SPECS. METAL
DRIP EDGE TRID BY ROOFING CONTRATOR
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
SEE FRAMING PLANS OR CONNECTOR SCHEDULE
METAL DRIP OVER PT WOOD DRIP OVER 2x8
CEDAR FASCIATO TRUSS ENDS W/ (2) #16d NAIL, 6
TRUSS HEEL
EXTERIOR SOFFIT AS PER GENERAL SPECS
WALLAS PER GENERAL SPECS
WALL REF AS PER GENERAL SPECS -
SPLICING AS PER GENERAL NOTES
FOOTING AS PER FOUNDATION PLAN & FOOTING
SCHEDLE- REINFORCEMENT AS PER FOOTING
SCHEDULE
GRADE AS PER SITE PLAN
TYP WALL SECTION
0 SEE Ell LEGEND
CLG AS PER GENERAL SPECS & FLOOR PLAN
MASONRY BOND BEAM &
REF AS PER GENERAL
SPECS
INTERIOR MONO
6
W
SOG/FILL/COMPCTION AS PER
FOUNDATON PLAN AND
GENERAL NOTES
CAST-CRETE LINTEL DIAGRAM
F = FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #6 FIELD ADDED REBAR AT
BOTTOM
GRAVITY OLOAD INTEL CAVITY FOR
U16-1 B/1 T
i
NOMINAL WIDTH L QUANTITY OF #5 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT COMPOSITE U-LINTEL FOR
UPLIFT LOAD
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CJO
CJO
EJO
EJO
EJO
EJO
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— #5 FIELD ADDED REBAR AT
% TOP OF COMPOSITE
/ U- LINTEL MIN. (1) REQ'D
1-1/2" CLEAR
— FIELD PLACED C.M.U.
GROUT
e #5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY
7-SIS" ACTUAL BOTTOM REINFORCING
PROVIDED IN U-LINTEL
S" NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
EJO
TRUSS BC
5" THICK SUSPENDED CAST CONC
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SLAB W/ #4 @ 12" OC EW BOT, 10"
HOOK INTO BOND BEAM, LEAVE
12" x 12" OPENING FOR AC DUCT
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CJO
SPECS
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CLST 2 CONC CEILING
SCALE: 1/2"= V-0"
LINTEL AS PER WINDOW/DOOR
SCHEDULE
DOOR & WINDOW BUCK AS
PER GEN NOTE 26.2
FLASHING AND SEALING AS
PER GEN NOTE 26.7
WINDOW FRAME W/ FLANGE,
ATTACH TO MASONRY/CONC AS
PER MFR SPECS
HiWind MASONRY SILL BY CASTCRETE
EXT INT
TYP OPENING BUCK DETAIL
SCALE: 1"= V-0"
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framing plan
1/17/19
SHEET
A-4
NORTH ELEVATION
SCALE: 3/16"= V-0"
SOUTH ELEVATION
SCALE: 3/16"= T-0"
EAST ELEVATION
SCALE: 3/16"= P-0"
WEST ELEVATION
SCALE: 3/16"= V-0"
ROOF PLAN
SCALE: 1/16"= T-0"
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elevations
1/17/19
SHEET
A-5
A
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ELECTRICAL PLAN
SCALE: 3/16"= V-0"
SCHEMATIC SECTION 1
SCALE: 3/16"= 1'-0"
RNEW METER N a]
o. a
0
#4Cu mo
C.W.P.
NEW FOOTING STEEL
UNDERGROUND
SIZE BY ELECTRICAL CONTRACTOR
ELECTRICAL RISER DIAGF%AM
SCALE: N.T.S.
EL
E1
E2
E2.1
E3
E4
E5
E5.1
E6
E7
L1
L2
L3
L4
L5
L6
L7
L8
L9
L10
L11
L12
S
D
EX
EXL
FL
FA
JB
SD
TV
IDS
,ECT PLAN LEGEND
110V DUPLEX RECEPTACLE
110V GFCI DUPLEX RECEPTACLE
110V GFCI QUAD RECEPTACLE
120V RECEPTACLE forty
220V RECEPTACLE
110V DUPLEX RECEPTACLE w/ water protected box
110V QUAD RECEPTACLE w/ water protected box
110V DUPLEX RECEPTACLE- clg mount
110V DUPLEX RECEPTACLE -floor mount
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
LIGHT SWITCH
DIMMER
EXHAUST FAN- vent to roof if vented soffit, soffit if unvented
EXHAUST FAN WITH LIGHT- vent to roof If vented soffit, soffit If unvented
FAN/ LIGHT COMBO
FAN W/O LIGHT
JUNCTION BOX
SMOKE/CARBON DETECTOR -interconnected, hardwired w/battery
TELEVISION CABLE & CAT 6
DOOR BELL
E-WELL PUMP I U
Electric Load Calculation
220.12 General Lighting Load
3 valfe offloor area, including unused space adaptable forfuture use.
Floor Area 31W tt° 9,300 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 via = 3,000 va
220.52(B) Laundry Load
# of Laundry Branch Circuits =0' 1500 va = 1,500 va
Total General Lighting & Appliance Load= 13,800 va
220.42 Lighting Load Feeder Demand Factors
First 3000 or less at aooW6 3,000 va
From 3001 to 120,000 at 35" 3,780 va
Remainder aver a20,000 at 25% va
Total Lighting Demand Load= 6,780. va
220.64 Electric Clothes Dryers
Qty� Electric Dryer#1 SAD kw 5,000 w
Qty 0 Electric Dryer #2 kw - w
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
Qty 3 Electric Range Nametrialel 11.00 kw
Qtyl 01 --" kw
otyl 0 kw
Electric Cooking Demand Load= --3,000 w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat#a 10.0 kw AC#alGee iBSEER 5Ton 5.7 kva
Fixed Electric Space Heat #2 :. kw, AC#2/Geo eve
Fixed Electric Space Heat#3 kw AC#3/Geo lees
Fixed Electric Space Heat #4 kw AC#41Geo live
Fixed Electric Space Heat #5 kw AC#5lGeo kva
Total Heat & AC Load = 15.716 va
220A4 Appliance load -Dwelling Units
Qtv Description valwattsl
3
central Furryce
1,2W
'.'. I
Dishwasher>.
1;;00'..
1
Rafrgeretor
1AN
3Mkroyrave-..
i)560
1
Range. Hood '
240
m Fan
".'. No
a
Paddle Fah
720
Total Connected Appliance Loatl= 6,680 va
220.63 Appliance load --Dwelling Units Total Appliance Demand Load = - III va
220.50 Motor Loads @ 120 Volts
city Description va(watts) oty Description va(watts)
z
3/4hpPooVBpa Pump I 569
'.
1/2np6arill Disposal375
1
t2hpear/Dco0pener 375
0
- .
0 -
0
D
Total Motor Load= 1,876 va
430.24 Several Motors or a Motor(s) and Other Loads) 25% of Largest Motor Load = 141 va
Total Motor Demand Load = 2,017 va
TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 42,523 va
TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V iph3W = 177 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE 200 AMPS /ICE SIZE REQUESTED = 200 amps
Note: Electrical contractort0 verify accuracy and completeness of load calculation.
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elect plan
1/17/19
SHEET
A-6
RAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 154mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed
design
9
FROST DEPTH: 12"
THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLO
WS:
ROOF LIVE LOAD
20 PSF(slope<4:12), 15 PSF(slopez4:12)
ROOF DEAD LOAD
10 PSF TC (shingles, metal, modified bitumen)
15 PSF TC (concrete tile)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
SEE DRAWINGS
FLOOR DEAD LOADS
15 PSF TC, 5 PSF BC
FLOOR LIVE LOADS
SEE BELOW
FLOOR LIVE LOADS
Uninhabitable attics without storage
10 psf
Uninhabitable attics with limited storage
20 psf
Habitable attics and attics served
with fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
WIND PRESSURES
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
153
Roof > 7
to 27
degrees
1
10.0
18.8
-29.5
1
20.0
17.2
-28.3
1
50.0
14.9
-27.0
1
100.0
13.3
-26.6
2
10.0
18.8
-51.3
2
20.0
17.2
-47.1
2
50.0
14.9
-41.5
2
100.0
13.3
-37.7
3
10.0
18.8
-76.6
3
20.0
17.2
-71.1
3
50.0
14.9
-64.6
3
100.0
13.3
-59.5
Wall
4
10.0
32.7
-35.1
_
4 "
20.0
31.2
-33.4
4
50.0
29.2
-31.2
4
100.0
27.7
-29.5
4
500.0
24.3
-26.6
5
10.0
32.7
-43.2
5
20.0
31.2
-40.2
5
50.0
29.2
-36.4
5
1 100.0
27.7
-33.4
51
500.0
1 -26.6
Garage
Door
9'x7'
I
1 28.6
1 -32.4
160
I
1 27.4
1 -30.6
1.29 adjustment factor
WALLS
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10"<Os30`
NERAL NOTES- residential
1. CODE COMPLIANCE:
1.1. This project was designed under the following codes. The construction
on 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 udsdiction over this project,
g p y g g j p) ,end 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: EXISTING BUILDING, 6th ad
2017 FBC: ENERGY CONSERVATION, 6th ad
2014 NATIONAL ELECTRIC CODE
2. ALL GENERAL NOTES
2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT
4 E E DRAWINGS. IN CASE OF
CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOCUMENTS.
2.2. THE FOLLOWING GENERAL& SPECIFIC NOTES SHALL APPLY E UALLYTOALLCONTRACTSUBCONTRACTORS, Q ORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
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 ARCHITECT AND 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 ACONTRACTUAL
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.
S. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5,2. A DRAWING 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. EVERY CONNECTION, CORNER, FLASHING, ETC, MUST BE RESOLVED. NOTIFY ARCHITECT IF A
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL, ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE 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.
S. VERIFY SITE INFORMATION:
8.1. CONTRACTOR IS TO VERIFY AL SITE INFORMATION AND ASSUMPTIONS ESPECIALLY L 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 STRUCT
URAL TURAL DESIGN.
9. PRIOR TO ANY EXCAVATION WORK:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING AS ACCEPTABLE T GOVERNING E 0 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. DIMENSIONS;
10.1. DIMENSIONS ON ARCHITECTURAL 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.
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION U-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 HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL
" OR"- NAVD" OR "+X.X' ". CONSULT ARCHITECT
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 INCA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILA13LEATTIME 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 INSTALLATIO
N AND ARCHITECT'S SPECS,
VERIFY W/ARCHITECT.
13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GEN
ERAL
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
DIMENSIONS ATJOBSITE 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 BYARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE 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 LO
ADS. GADS. 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 FABRICATION AND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST 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 PCA
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 UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
-AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LIND
15.3. CONCRETE, WHEN PLACED, SHALL HAVE ASLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVE A MAXIMUM SLUMP OF 51NCHES AND MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117.10.
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
ARRANGEMENTAND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
THE ACI DETAILING MANUALAND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 113 OF
BEAM OR COLUMN SPAN, IF A 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.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BYAC1318:
-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, ANO 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 310 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.
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING
MASONRY.
16.2. MASONRY STRENGTH if DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH - 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVE SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1.1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531A AND 630.1.
16,5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS, UNLESS N NOTED OTHERWISE AND
TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED,
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12% BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. 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. 8" TOLERANCE ALLOWED
2 FOR WALL REINF SPACING. SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. QSE
#6 enrrGu RII I BAR IN , 11 , QP #6 FOR ", , 9PRO110198 WIPSR T.1 AN 421 LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REINF ACROSS COLUMNS, IF SPECIFIED, OA LINTEL LENGTH IS +/- AS LONG AS
MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.10. LINO HORIZ JOINT REINFORCEMENT @ Is- OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
16.11. BOND/TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL
CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
CHANGES IN BOND BEAM ELEVATION.
16,12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS.
A17. FOUNDATIONS:
17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TO 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
LINO. 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 10/10 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 REBARATALL 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 LINO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR,
17.5. SUGGESTION TO PROVIDE A4-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, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM 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 SUPPUER/MFR.
17.11, COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
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 SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CON TRUCTION" OF THE AMERICAN
Q S
WELDING SOCIETY,
18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COATOF APPROVED PAINT.
18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTSAND 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. ALLANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BY HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PAD AND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT, FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
21.1. ALL STRUCTURAL LOAD BEARING LUMBER SHALL BE S.Y.P. R F GRADE #2 KID 19 /o Fb FOR
U ( ) O DOUGLASS FIR,
LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), 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- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2xl2. 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER,
-LOCATE SPLICES OVER BRIG SUPPORTS. GLUE BETW LAYERS. USE ISO 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 LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC
WALL W/ .25" x 3.25' TAPCON @ 16" OC.
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 1/2" PLYWOOD AND ad 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" PLYWOODAND 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:
ABBREVIATIONS:
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
ANCHOR BOLT
FROM THE ENGINEER AND ARCHITECT,
AASg
AIR CONDITIONER
23.2.
FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING,
A/C
AIR HANDLING UNIT
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TOARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
O
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
HIM
BEAM
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE
BC
BOTTOM CHORD
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BO
BY OWNER
23.5.
ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
BOTT
BOTTOM
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS-TO-
BP
BOTTOM PLATE
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
CJ
CONTROL (CONSTRUCTION) JOINT
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
CL
CENTER LINE
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
CLG
CEILING
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN'
CMU
CONCRETE MASONRY UNIT
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
CO
CONNECTOR
23.7.
PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
COL
COLUMN
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
CONC
CONCRETE
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
CONT
CONTINUOUS
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
Cu
CONDENSING UNIT OR COPPER
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CW
COLD WATER
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
CXN
CONNECTION
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
D
PENNY
NAIL SIZE (PENNY)
SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
DR
DRYER
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT IC80 APPROVAL. THE MFR SHALL DESIGN
DR
DISPOSAL
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
DF
DRINKING FOUNTAIN
23.8.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DTL
DETAIL
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DW
DRIVEWAY
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
APPROVAL.
'E'
EXISTING
EA
EACH
24.
CONNECTORS/FASTENERS:
EJ
EXPANSION JOINT
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
EL
BUILDING ELEVATION
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
ELECT
ELECTRICAL
24.2.
UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH t THE DOCUMENTED UPLIFT
EW
EACH WAY
VALUE IS t SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORSARE NOT REQUIRED ON
EWC
ELECTRIC WATER COOLER
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR, SPACE NAILS AT STRAPS AS TO
EWH
ELECTRIC WATER HEATER
NOT SPLIT WOOD, USE MINIMUM NAIL CITY REQUIRED BY MFR, IF MULTIPLE FASTENER OPTIONS USE
EXP
EXPOSED
EITHER UNLESS SPECIFIED BYARCHITECT.
EXT
EXTERIOR
EXTG
EXISTING
25.
SITE/LANDSCAPING:
25.1.
THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
F1
FOOTING #1
DURING OPERATION.
FA
FASTENER
25.2.
SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
FD
FIELD (FLOOR) DRAIN
FE
FIRE EXTINGUISHER
26.
DOORS AND WINDOWS:
FF
FINISH FLOOR
26.1,
INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
FIN
FINISH
SPECIFICATION/PRODUCT APPROVAL.
FLR
FLOOR
26.2.
PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
FP
FIRE PROTECTION
HARD NAILS OR T NAILS @ 17/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
EPS
EXPANDED POLYSTYRENE
MIN TAPCON OR 60 CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
FTG
FOOTING
W/ADHESIVE & RECESSED 1/4"x3 114" MIN TAPCON @ 8"/4" END.
FT
FOOT (OR FEET)
26.3.
MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
GFI
GROUND FAULT INDICATOR
TAPCONS STAG @ 24" OC,
GSF
GROSS SQUARE FEET
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION:
GWH
GAS WATER HEATER
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
GWH
GYPSUM WAIL BOARD
26.5.
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
26.6.
DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-318" THICK SOLID WOOD AS
HB
HOSE BIB
PER FBC R 302.5.1.
HDG
HOT DIPPED GALVANIZED
26.7.
FLASHINGAS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
HW
HOT WATER
26.8.
GLASS TO HAVE:LOWE,U-FACT R 5 0.4,SHGC s0. 25
HWH
HOT WATER HEATER
27.
ELECTRICAL & LIGHTING NOTES
IN
INCH
27.1.
PLANS ARE SCHEMATIC, EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
INT
INTERIOR
EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
JT
JOINT
272
ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
27.3.
PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
MAX
MAXIMUM
27.4.
PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
MFR
MANUFACTURER
27.5.
ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
MIN
MINIMUM
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
MW
MICROWAVE
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8.
WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
NIC
NOT IN IN CONTRACT
NITS
NOT SCALE
28.
PLUMBING:
NSF
NET SQUARE FEET
28.1.
PLANS ARE SCHEMATIC, ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
L-1
LINTEL #1
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
LF
LINEAL FOOT
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
OC
ON CENTER
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
OAS
OR APPROVED SIMILAR
29.
ROOF PENETRATIONS:
PL
PROPERTY LINE OR PLATE
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
PLY
PLYWOOD
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
PT
PRESSURE TREATED
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
PVC
POLY VINYL CHLORIDE
ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
R
RADIUS
30.
FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
R/A
RETURN AIR
30.1.
CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
RCB
REINFORCED CONCRETE BEAM
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
RCC
REINFORCED CONCRETE COLUMN
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
RD
ROOF DRAIN
REF
REFRIGERATOR
31.
FLAME SPREAD INDEX &SMOKE DEVELOPED INDEX:
REINF
REINFORCINGREQ
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
REQUIRED
31..
FINISHES COMPLY WITH THE BELOW FIGURES AS PER FBC - 302.10
RAN
RIGHT-OF-WAY
31.3.
INSULATIONN FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED:PED: < 450
RTU
ROOF TOP UNIT
31.4.
WALUCLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450
S.
SIMPSON (MFR)
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
SIBS
STYRENE BUTADIENE STYRENE
32.1.
WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
SEL
SITE ELEVATION
SF
SQUAREFOOT
33.
MISC:
SK
SINK
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
BOG
SLAB ON GRADE
33.2.
GUARDRAILS AS PER FBC R312.
SS
STAINLESS STEEL
33.3.
STAIRWAYAS PER FBC R311.7.
STAG
STAGGERED
33.4.
MEP SYSTEMS 1'+ BFE, AS PER FBC R322.1.6.
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
TBD
TO BE DETERMINED
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 114" x 2.25" TAPCON.
TC
TOP CHORD
33.6.
CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
THE
TO MATCH EXISTING
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
TOE
TOP OF BEAM
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
TOB
TOP OF COLUMN
33.9.
PROVIDE DRAFT STOPPING IN THE FORM OF Y." PLYOR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
TOS
TOP OF SLAB
THAN 1,000SF AS PER FBC R302.12.
TP
TOP PLATE
TPO
THERMO PLASTIC OLEFIN
34.
FINISHES:
TYP
TYPICAL
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE
UG
UNDER GROUND
SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS
UNO
UNLESS NOTED OTHERWISE
PER FBC R302,6. SEE DOOR GEN NOTE 26.6.
34.2.
EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063.1IA. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
VB
VAPOR BARRIER
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
VTR
VENT THRU ROOF
W/ 1-3/4" EMBED INTO WOOD.
34.3.
EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
WA WA
WASHER MACHINE
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
WATER PROOF
WWP O
WOOD
WWF
WELDED WIRE FABRICMESH
JUN 21 2019
Permitting Department
St. Lucie County, FL
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SCANNED
BY
St. Lucie County
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general notes
1/17/19
SHEET
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