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<br />GENERAL NOTES
<br />1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE, RESIDENTIAL (FBCR), 5TH
<br />EDITION (2014) AND IN CONJUNCTION WITH ASCE 7-10.
<br />2. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS;
<br />A FLOOR LIVE LOADS R301.5 (PSF)
<br />I. SLEEPING ROOMS
<br />30
<br />11. ATTICS W/ STORAGE
<br />20
<br />III. ATTICS W/OUT STORAGE
<br />10
<br />IV. POOLROOMS
<br />75
<br />V. BALCONIES AND DECKS
<br />40
<br />VI. STAIRS
<br />40
<br />VII. ALL OTHER ROOMS
<br />40
<br />B. FLOOR DEAD LOADS R301.4 10 (PSF)
<br />C. ROOF LIVE LOADS R301.6
<br />I. "MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR 5TH EDITION (2014)
<br />D. ROOF DEAD LOAD (PSF)
<br />I. FIBERGLASS SHINGLES 17 (TCDL 7 & BCDL 10)
<br />II. CONCRETE TILES 25 (TCDL 15 & BCDL 10)
<br />E. WIND LOAD CRITERIA
<br />I. BASIC WIND SPEED VULT=150 MPH, VASD=116 MPH
<br />II. EXPOSURE CATEGORY B
<br />III. WIND DIRECTIONALITY FACTOR (KD) D.85
<br />IV. INTERNAL PRESSURE COEFFICIENT (GCPI)
<br />ENCLOSED BUILDINGS t0.18
<br />V. RISK CATEGORY II
<br />8. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
<br />9. EXCAVATIONS TO BE A MINIMUM OF Y- 0" BEYOND NEW FOOTING LINE.
<br />10. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL -SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS.
<br />11. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION
<br />OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING
<br />JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES.
<br />12. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS.
<br />CONCRETE
<br />1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE
<br />IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-08.
<br />2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE
<br />STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF R402.2
<br />3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE '/.".
<br />4. PROVIDE 6% AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER.
<br />5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION
<br />UNTIL PERMANENT RESTRAINTS ARE INSTALLED.
<br />6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED/4".
<br />7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE.
<br />C. SOUTHERN PINE INSPECTION BUREAU:
<br />1, STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
<br />D. TRUSS PLATE INSTITUTE--
<br />1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-1-07)
<br />E. APA-THE ENGINEERED WOOD ASSOCIATION:
<br />I. ENGINEERED WOOD CONSTRUCTION GUIDE
<br />F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
<br />2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN YELLOW PINE #2 (MIN.) MACHINE GRADED LUMBER, UNO.
<br />Fb =1,500 PSI Fv =175 PSI E=1,600,000 PSI
<br />STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS,
<br />HEADERS, AND POSTS.
<br />3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SOUTHERN YELLOW PINE #2 (SYP #2) OR BETTER (UNLESS NOTED
<br />OTHERWISE).
<br />4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
<br />5. MINIMUM NAILING PER FBCR, 5TH EDITION (2014), SEE TYPICAL NAILING SCHEDULE ON PLANS.
<br />6. ALL BOLTS SHALL HAVE MINIMUM 2' SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD.
<br />7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.2.3 & R8021.8. OF THE FBCR 5TH EDITION (2014).
<br />8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 117 CDX PLYWOOD SHEATHING.
<br />PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN i6' ON CENTER AND AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING.
<br />9. FOR CEMENTITIOUS TILE ROOFS, SHEATHING SHALL BE 5/B' CDX PLYWOOD. 5/8' CDX SHEATHING SHALL BE INSTALLED WITH THE
<br />STRENGTH AXIS RUNNING PERPENDICULAR TO THE TRUSSES AND SHALL SPAN A MINIMUM OF TWO TRUSS BAYS. PROVIDE PANEL -CLIPS
<br />AT MID -SPAN FOR SPANS GREATER THAN 16' ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING.
<br />F. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING
<br />OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION
<br />8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION.
<br />10. FLOOR SHEATHING SHALL BE APA RATED''%' SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND SCREWED. ADHESIVES CONFORMING
<br />OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND
<br />WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED.
<br />INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE, RESIDENTIAL, 5TH
<br />9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISION OF FBCR R311.3.1.
<br />EDITION (2014).
<br />11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 112" CDX PLYWOOD SHEATHING.
<br />MASONRY
<br />3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
<br />1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 606 OR WITH
<br />12 MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ.
<br />PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />PROVISIONS OF TMS 402 / ACI 5301 ASCE 5.
<br />13, PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2.
<br />4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE
<br />2. CONCRETE MASONRY UNITS SHALL BE GRADE'N' TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD
<br />ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR
<br />SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF Ftn =1500
<br />R SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL
<br />TRUSS MANUFACTURER
<br />E
<br />WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OMISSIONS THE CONTRACT DOCUMENTS, OF
<br />PSI.
<br />POINTS AND SUBMIT THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS
<br />WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK
<br />CONSTRUCTION
<br />SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED
<br />3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK.
<br />CONSTRUCTION.
<br />5. THE ARCHITECTIENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
<br />OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES.
<br />6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL
<br />I SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL
<br />PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
<br />7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
<br />8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER.
<br />9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED.
<br />GARAGES AND CARPORTS
<br />1. GARAGE DOOR
<br />A ENGINEERED FOR 150 MPH MIN, WIND LOAD.
<br />B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
<br />C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
<br />2. PER FBCR 5TH EDITION (2014) R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES
<br />SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD
<br />DOORS NOT LESS THAN 1 318INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 148INCHES THICK,
<br />OR 20-MINUTE FIRE -RATED DOORS AND MUST BE EQUIPPED W/ A SELF -CLOSING DEVICE PER R307.5.1.
<br />3. PER FBCR 5TH EDITION (2014) R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING
<br />THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1' MIN. RIGID
<br />NON-METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE.
<br />4. PER FBCR 5TH EDITION (2014) R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC
<br />AREA BY NOT LESS THAN %-INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS
<br />SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR
<br />EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL
<br />ALSO BE PROTECTED BY NOT LESS THAN Y INCH GYPSUM BOARD OR EQUIVALENT.
<br />SITE WORK
<br />1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS.
<br />2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE
<br />IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE
<br />CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION.
<br />3. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGN WAS BASED ON
<br />AN ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED
<br />OTHERWISE.
<br />4. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT.
<br />5. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %THE HORIZONTAL DISTANCE FROM THE
<br />NEAREST EDGE OF THE FOOTING.
<br />6. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8' LAYERS AND
<br />COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO
<br />THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
<br />7. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
<br />4. MORTAR SHALL BE TYPE M OR SIN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 15, TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS,
<br />CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN
<br />5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3/81NCH THICK. THE BED JOINT OF THE STARTING COURSE MAY ACCORDANCE WITH ANSI A58.1-1982.
<br />VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN % INCH, REFER TO FBCR 5TH EDITION (2014), SECTION R607.2.1 16. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF
<br />FOR MORTAR JOINT THICKNESS TOLERANCES. THE ANSI/TPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS
<br />6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 25W PSI PEA cues i oc i uAircn rn i nan -An of i is i vc i nen non cnnnuc cues i oc i IRA]- TA i nen
<br />ROCK CONCRETE PER SPECIFICATIONS AND PROVISIONS OF SECTION R609.1.2.OF THE FBCR 5TH EDITION (2014).
<br />7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL REINFORCING.
<br />8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN OR, IF A STACK BOND PATTERN IS TO BE USED 9 GA. LADDER TYPE
<br />HORIZONTAL JOINT REINFORCEMENT IS TO BE INSTALLED IN THE BED JOINTS SPACED AT 16" ON CENTER (MAX).
<br />REINFORCING STEEL
<br />1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING
<br />REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS,
<br />ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-06.
<br />2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO).
<br />3. WELDED WIRE FABRIC SHALL BE 6' X 6"- WIA X W1.4 AND SUPPLIED IN FLAT SHEETS OR ROLLS CONFORMING TO ASTM A185. LAP
<br />SIDES AND ENDS A MINIMUM OF 12". LOCATE WWF 2' FROM THE TOP OF THE SLAB, UNLESS OTHERWISE NOTED ON THE PLANS.
<br />THIS REINFORCEMENT SHALL BE SUPPORTED AT INTERVALS NOT EXCEEDING 3'-0'.R506.2.5(2)
<br />4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL
<br />SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS
<br />THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25.
<br />5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND
<br />HOOK AT ENDS. STAGGER SPLICES AT LEAST 25' WHEREVER POSSIBLE.
<br />6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE:
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3'
<br />B. CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />I. #5, W31 OR D31 AND SMALLER 2'
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />1. #11 AND SMALLER
<br />D. BEAMS, COLUMNS:
<br />I. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1%'
<br />7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE
<br />APPROVAL OF THE ARCHITECT.
<br />TIMBER
<br />1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN:
<br />A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
<br />B. NATIONAL FOREST PRODUCTS ASSOCIATION:
<br />1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
<br />17. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR
<br />PAINTED WITH A CORROSION RESISTANT POLYMER PAINT.
<br />18. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE'SIMPSON" STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS
<br />NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE
<br />MANUFACTURER IN THE LATEST CATALOG.
<br />19. DRAFTSTOPPING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.12. OF THE FBCR 5TH EDITION (2014).
<br />PLUMBING
<br />1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL.
<br />2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX'A' (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS.
<br />3. CONDENSATION LINES SHALL BE MINIMUM ''/.' PVC (SCHEDULE 40), INSULATED WITH W AMAFLEX
<br />4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH.
<br />5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
<br />6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
<br />7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2 OF THE FBCR 5TH EDITION (2014).
<br />8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR 5TH EDITION (2014).
<br />9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
<br />10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR 5TH
<br />EDITION (2014).
<br />EXTERIOR WALL COVERINGS
<br />1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR
<br />COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE R301.2(3), MANUFACTURED SOFFITS
<br />SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
<br />CVTCDIno ewleuee
<br />1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %' THICK, OVER FRAMED WALLS APPLIED OVER
<br />PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN TWO COATS,1/2' THICK,
<br />WHERE APPLIED OVER MASONRY OR CONCRETE.
<br />2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 & ASTM-C1063-06.
<br />2-STORY GYPSUM BOARD
<br />UNDER STAIR PROTECTION:
<br />1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE
<br />ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. FBCR R302.7. CONTROL DATE: 07/15/15
<br />A R C N I T E C T!
<br />Design
<br />Grou tn..
<br />141 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.abdesigngroup.com
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<br />GENERAL
<br />NOTES
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