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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 AREAS FOLLOWS;
<br />A. FLOOR LIVE LOADS R301.5 (PSF)
<br />I. SLEEPING ROOMS
<br />30
<br />II. 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 A 15 (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 CRnM
<br />I. BASIC WIND SPEED VULT=150 MPH, VASD=116 MPH
<br />II. EXPOSURE CATEGORY B
<br />111. WIND DIRECTIONALITY FACTOR (KD) 0.85
<br />IV. INTERNAL PRESSURE COEFFICIENT (GCPI)
<br />ENCLOSED BUILDINGS t0.18
<br />V. RISK CATEGORY II
<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 />OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND
<br />INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE, RESIDENTIAL, 5TH
<br />EDITION (2014).
<br />3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
<br />PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE
<br />ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR
<br />WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF
<br />WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK.
<br />5. THE ARCHITECT/ENGINEER 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 />SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL
<br />PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
<br />DETAILS SHOWN ON THE WINGS E TO CONSIDEREDTYPICAL FOR ALL SIMILAR CONDITIONS.
<br />7. ETAIL WN E DRAWINGS ARE BE
<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 />10. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISION OF FBCR R311.3.1.
<br />11. THE MINIMUM NET CLEAR OPENING HEIGHT WIDTH FOR EGRESS WINDOWS SHALL BE 24INCHES PER FBCR310.1.2.
<br />12. THE MINIMUM NET CLEAR OPENING WIDTH WIDTH FOR EGRESS WINDOWS SHALL BE 20INCHES PER FBCR310.1.3.
<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 3B INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK,
<br />OR 20-MINUTE FIRE -RATED DOORS AND MUST BE EQUIPPED W/A SELF -CLOSING DEVICE PER R302.5.1 OF FBCR (2014).
<br />3. PER FBCR 5TH EDITION (2014) R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEIUNGS SEPARATING
<br />THE DWELUNG FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 Mg 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 18 -INCH TYPE X GYPSUM BOARD OR
<br />EQUIVALENT. WHERE THE SEPARATION IS A FLDOR-CEIUNG ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL
<br />ALSO BE PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT.
<br />SRE 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 2,0W 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 Y. THE HORIZONTAL DISTANCE FROM THE
<br />NEAREST EDGE OF THE FOOTING.
<br />7. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
<br />8. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
<br />9. EXCAVATIONS TO BE A MINIMUM OF 3'- 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 COWLES WITH ALL LOCAL CODES HAVING
<br />JURISDICTION, INCLUDING ALL APPUCABLE 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 318-11.
<br />2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL RAVE 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'/.".
<br />7. PROVIDE 5-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
<br />8. CONTRACTORIOWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION.
<br />MASONRY
<br />1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION 606 OR WITH
<br />PROVISIONS OF TMS 402 / ACI 530 / ASCE 5.
<br />2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-11b, STANDARD
<br />SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500
<br />PSI.
<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=1,100PSI Fv=175PSI E = 1,400,000 PSI
<br />STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT UNITED 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 />B. 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 R802.2.3 & R802.1.8. OF THE FBCR 5TH EDITION (2014).
<br />8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 112"CDX PLYWOOD SHEATHING.
<br />PROVIDE PANEL -CUPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER AND AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING.
<br />9. FOR CEMENTITIDUS TILE ROOFS, SHEATHING SHALL BE 5/8" 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 -CUPS
<br />AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING.
<br />10. FLOOR SHEATHING SHALL BE APA RATED ''/." SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND SCREWED. ADHESIVES CONFORMING
<br />WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED.
<br />11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD SHEATHING.
<br />12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SO.
<br />13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH Zx STRUCTURAL LUMBER SYP #2.
<br />14. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL
<br />POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS
<br />SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED
<br />CONSTRUCTION.
<br />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 />ACCORDANCE WITH ANSI A58.1-1982.
<br />3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 16. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF
<br />THE ANSI/TPI 1-2D07 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS
<br />4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-082, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. SHALL BE UNTED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO I1240.
<br />5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3181NCH THICK. THE BED JOINT OF THE STARTING COURSE MAY 17. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR
<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 PAINTED WITH A CORROSION RESISTANT POLYMER PAINT.
<br />FOR MORTAR JOINT THICKNESS TOLERANCES.
<br />18. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SINPSON" STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS
<br />6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 2500 PSI PEA NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE
<br />ROCK CONCRETE PER SPECIFICATIONS AND PROVISIONS OF SECTION R609.1.2. OF THE FBCR 5TH EDITION (2014). MANUFACTURER IN THE LATEST CATALOG.
<br />7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 19. DRAFTSTOPPING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.12. OF THE FBCR 5TH EDITION (2014).
<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 />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 318-11.
<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" - W1.4 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 PER SECTION R506.2.4
<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 SPUCES 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 />I. #11 AND SMALLER '/."
<br />D. BEAMS, COLUMNS:
<br />I. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1'fF
<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 />I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
<br />C. SOUTHERN PINE INSPECTION BUREAU:
<br />I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
<br />D. TRUSS PLATE INSTITUTE:
<br />/.NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-1-07)
<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 UNES SHALL BE CPVC OR UPONOR PEX "A' (CROSS -LINKED POLYETHYLENE) WITH F19W FITTINGS.
<br />3. CONDENSATION LINES SHALL BE MINIMUM'/." PVC (SCHEDULE 40), INSULATED WITH 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 />B. 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 P2503.2 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 />EXTERIOR FINISHES
<br />1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %e" 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 2 COATS, 1/2" THICK,
<br />WHERE APPLIED OVER MASONRY OR CONCRETE.
<br />2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926-tta &
<br />ASTM-131063122L
<br />3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.6.1 OF THE FBCR, 5TH EDITION (2014). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT
<br />LIMITED TO:
<br />- ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS
<br />- "L' FLASHING - HORIZONTAL LATH AND PAPER DETAILS
<br />- PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS
<br />- WEEP SCREED DETAILS - CONDUIT PENETRATION DETAILS
<br />- CASING BEAD DETAILS - DRIP EDGE DETAILS
<br />- CANTILEVER DRIP EDGE DETAILS - CORNER BEAD DETAILS
<br />- WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS
<br />- WINDOW FLASHING DETAILS
<br />4. SHALL BE INSTALLED PER ASTM-CI O63 -11A AND R703,6.1 OF THE FBCR 5TH EDITION (2014)
<br />&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 112" GYPSUM BOARD. FBCR R302.7.
<br />CONTROL DATE: 02108117
<br />A N C N I T E C T t
<br />MDesign
<br />Glm.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774.6078
<br />FAX: 40T-774-4078
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<br />LOT #20
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<br />PROJMT44
<br />04128.000-02061
<br />MODEL:
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<br />"2605-HAYDEN"
<br />GARAGE STUNG:
<br />LEFT
<br />PAGE:
<br />GENERAL
<br />NOTES
<br />150 MPH EXP. B
<br />AROHTECT
<br />STATE OF F�OFWA
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<br />ROLAND A. ABOl1CHACRA
<br />AR NO 93723
<br />VATE: 11/7/17
<br />SCALE: 1/4"=1' - O"
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