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GENEM NOTES
<br />1. ALL WORK DONE LINDER THIS CONTRACT SHALL BE IN COMPLIANCE NTH 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 />1. SLEEPING ROOMS 30
<br />fl. ATTICS W/ STORAGE 20
<br />Ill. ATTICS W/OUT STORAGE 10
<br />IV. POOLROOMS 75
<br />V. BALCONIES AND DECKS 40
<br />VI. STAIRS 40
<br />VII. ALL OTHER ROOMS 40
<br />B. FLOOR DEAD LOAN R301.4 15 PSF)
<br />C. ROOF LIVE LOADS R301.6
<br />1. **MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR 5TH EDITION (2014)
<br />D. ROOF DEAD LOAD (PSF)
<br />1. FIBERGLASS SHINGLES 17 (TCDL 7 & BCDL 10)
<br />If. CONCRETETILES 25 (TCDL 15 & BCDL 10)
<br />E. WIND LOAD CRITERIA
<br />1. BASIC WIND SPEED VULT--150 MPH, VASD-116 MPH
<br />It. EXPOSURE CATEGORY B
<br />111. WIND DIRECTIONALITY FACTOR (KD) 0.85
<br />IV. INTERNAL PRESSURE COEFFICIENT (GCPI)
<br />ENCLOSED BULDINGS *:0.18
<br />V. RISK CATEGORY 11
<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. 00 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 />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 ARCHITECTIENGINEER.
<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 PROVOON OF FBCR R311.3.1.
<br />11. THE MINIMUM NET CLEAR OPEN114G HEIGHT WIDTH FOR EGRESS WINDOWS SHALL BE 24 INCHES PER FBGR310.1.2.
<br />12. THE MINIMUM NET CLEAR OPENING WIDTH WIDTH FOR EGRESS V41NDOWS SHALL BE 20 INCHES 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) R30151 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 1318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK,
<br />OR 20-MINUrE 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 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 />NOWMETALLIC 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%4NCH GYPSUM BOARD OR EQUIVALENT.
<br />SITE WORK
<br />I . 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 DRAVVI14GS 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 />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 Y- O'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 />1Z 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 NTH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE
<br />IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 316-11.
<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 BEW.
<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 CHAMFEREDIK".
<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 />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"IT TYPE If OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-1 I b, STANDARD
<br />SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm = 1500
<br />PSI.
<br />3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK.
<br />4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-GBZ STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY.
<br />5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 318 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY
<br />VARY BUT IT SHALL NOT BE LESS THAN % INCH AND NOT MORE THAN % INCH, REFER TO FBCR STH EDITION (2014), SECTION R607.2.1
<br />FOR MORTAR JOINT THICKNESS TOLERANCES.
<br />6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 2500 PSI PEA
<br />ROCK CONCRETE PER SPECIFICATIONS AND PROVISIONS OF SECTION R609.1.2. OF THE FBCR 5TH EDITION (2014),
<br />7. FILL CMU CELLS SOLID NTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR 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 318-11.
<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 T 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, VATH LAP SPLICES OF AT LEAST 251.
<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 25WHEREVER 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 />1. #5, W31 OR D31 AND SMALLER 2"
<br />C. CONCRETE NOT EXPOSED TO WEATHER ORIN CONTACT WITH GROUND:
<br />1. #11 AND SMALLER
<br />D. BEAMS, COLUMNS:
<br />1. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS I IN
<br />7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE
<br />APPROVAL OF THE ARCHITECT.
<br />71MBE
<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 />C. SOUTHERN PINE INSPECTION BUREAU:
<br />1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
<br />D. TRUSS PLATE INSTITUTE
<br />I.NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (rPI-1-07)
<br />E. APA - THE ENGINEERED WOOD ASSOCIATION:
<br />1. 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 = 1,100 PSI Fv = 175 PSI E = 1,400,000 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 NTH WOOD.
<br />7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.2.3 & R802.1.8. OF THE FBCR 5TH EDITION (2o`14).
<br />8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2' CDX PLYWOOD SHEATHING.
<br />PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16'ON CENTER AND AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING.
<br />9. FOR CEMENTITIOUS TILE ROOFS, SHEATHING SHALL BE 518"CDX PLYWOOD. 5/r 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 />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 7116'OSB EXPOSURE-1 OR 1/2CDX 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 2x 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 />16, PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF
<br />THE ANSIlTPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS
<br />SHALL BE LIMITED TO U360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO U240.
<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 Fl9w FITTINGS.
<br />3. CONDENSATION LINES SHALL BE MINIMUMWPVC (SCHEDULE 40), INSULATED NTH W AMAFUEX.
<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 CLEANOLMS SHALL CONFORM TO SECTION P3GO5.2 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 6TFI
<br />EDITION (2014).
<br />EMRIOR WALL COVERINGS
<br />1. ALL EXTERIOR WALL COVERING$ 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
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<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 2 COATS, 112- 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-C926-1 la &
<br />ASTM-C1063-12a
<br />3. LATH & ACCESORIES PER ASTM-C-1063-1 IA & R703.6.1 OF THE FBCR, 5TH EDITION (2014). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT
<br />LIMITEDTO:
<br />ALL STUCCO CONTROL JOINTS KICK-OUTDETAILS
<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-C1063 -I 1A AND R703.6.1 OF THE FBCR, 5TH EDITION (2014)
<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.
<br />CONTROL DATE:
<br />ARC N ITECTS-1
<br />6
<br />Design
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<br />GENERAL
<br />NOTES
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<br />ARCHrTECT.-
<br />STATE OF ELOPID
<br />rpim" 11/8/17
<br />DATM
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