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HomeMy WebLinkAboutBUILDING PLANS PAGE 1-15INDEX OF DRAWINGS SHEET' NO. DESCRIPTION GN GENERAL NOTES 1 FOUNDATION PLAN 5 2 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S XXX O O— 0 O 4 FLOOR PLAN 5 ELEVATIONS 6 ROOF FRAMING PLAN 7 ELECTRICAL PLAN FOR: 8 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2—D4 ARCHITECTURAL DETAILS WA1—W5 WALL ASSEMBLY DETAILS pull tElkxnes a n h o m e s. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND i ICE BARRIER AIR MEAN SNOW i Speed' Topographic DESIGN Frost line DESIGN UNDERLAYMENT FLOOD n FREEZING ! ANNUAL LOAD (mph) effects" CATEGORY` Weathering depth ° Termite` TEMP` REQUIRED" HAZARDS INDEX' TEMP' N/A 160-C N/A Negligible N/A Very 45 N/A N/A N/A N/A Heavy DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 1 0 -01-18 [OBASIC DA B ILDIN COD RESI ENTIA (FBC ), REVISIONS EDITION(2017) 1 *ALLOCAL AND STATE CODES �v r� DATE DESCRIPTION *OCCUPANCY — RESIDENTIAL, GROUP R3 S Cl . F 1 . CALC . S *CONSTRUCTION TYPE — VB *MIN,IN FINISH — CLASS C 15T FLR. LIVING 1,452 50. FT. WIND SPEED — VULT = 160 MPH CsARACsE 393 5Q. FT. — VASD =124 MPH RISK CATEGORY II TOTAL LIVING 1,045 5Q. FT.URE CATEGORY — EXPOSURE CORY RESIDENCE — ENTRY 19 SQ. FT.RY R IDENC — MA HEIGHT PER LO L ANDS TE COI)E�LANAI 80 SQ. FT. TE OF FLORIDATOTAL 1,944 s0. FT. TIFIED BUILDING CONTRACTOR: CUBIC VOLUME LIVING 12k32 SQ. FT, RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH STATE OF FLORIDA ELEVATION A WITH LANAI 40'-0" 55'-4" PROFESSIONAL ARCHITECT: ROLAND A. ABOUCHACRA AR NO. 93723 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD 'PHIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. 001 A R C H I T E C T S LwFAX:407-774-4078 ww.a bdesigngrou p.com AA #: 0003325 Ell w 0 F 0 V ti+ F w� Q a A A ti A 10 �w*3 r 0cot`wrn SUBDIV. & LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00— 00 PROJECT#: 02784.000/00008 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT STATE OF FLORIDA ROLAND A.ABOUCHACRA AR NO 93723 DATE: 6/29/18 SCALE: 1 /4"=1' — O" SHEET CSOF' H CC� TO V SCANNED BY St. Lucie County JL 10 2018 INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET GN GENERAL NOTES 13 5 2 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S XXXO O - 0 O 4 FLOOR PLAN 5 ELEVATIONS 6 ROOF FRAMING PLAN 7 ELECTRICAL PLAN FOR: 8 PRODUCT APPROVAL Dl FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS i oull tfilkxnes ya n h o m e s. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER FLOOD AIR MEAN SNOW Speed Topographic DESIGN ' Frost line DESIGN UNDERLAYMENT HAZARDS° FREEZING ANNUAL LOAD (mph) effects' CATEGORY` Weathering depth' Termite` TEMP` REQUIRED' INDEX' TEMP' N/A 160-C N/A Negligible N/A Heavy 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 01-01-18 •FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) •ALL LOCAL AND STATE CODES DATE DESCRIPTION r� • OCCUPANCY — RESIDENTIAL, GROUP R3 S Q . F 1 . CALC . " S •CONSTRUCTION TYPE — VB •MIN. INTERIOR FINISH — CLASS C IST FLR. LIVING 1,452 SQ. FT. • BASIC WIND SPEED — VULT = 160 MPH GARAGE 3S3 50. FT. — VASD = 124 MPH RISK CATEGORY II TOTAL LIVING 1,645 SQ. FT. *EXPOSURE CATEGORY — EXPOSURE C ENTRY IS SQ.FT. •1—STORY RESIDENCE — • 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES LANAI 50 SQ. FT. STATE OF FLORIDA TOTAL 1,944 50. FT. CERTIFIED BUILDING CONTRACTOR: CUBIC VOLUME LIVING 12032 50. FT. RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH STATE OF FLORIDA ELEVATION A WITH LANAI 40 —0 55' -4" PROFESSIONAL ARCHITECT: ROLAND A. ABOUCHACRA AR NO. 93'723 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILID THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN F.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �III"IIIII � om�o0omvo� E 8 E O C SUBDIV. 8e LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00- 00 PROJECT*: 02784.000/00008 PAGE: COVER SHEET 160 MPH EXP. C DATE: 6 /12 /16 SCALE: 1/4"=1'-O" 1 SHEET C S or 0 CONCRETE GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. THE MINIMUM SUPERIMPOSED DESIGN LOADS AREAS FOLLOWS; 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED A. FLOOR LIVE LOADS lPSF1 1 OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 Al SLEEPING ROOMS 30 A.2. ATTICS W/STORAGE 20 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE'1W. Al ATTICS W/OUT STORAGE 10 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. A.4. POOLROOMS 75 A.5. BALCONIES 40 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. A.6. DECKS 40 Al. STAIRS 40 A.B. ALL OTHER ROOMS 40 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'/4". B. FLOOR DEAD LOADS IPSF) 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE 8.1. ALL AREAS 10 I INDICATED ON DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. C. ROOF LIVE LOADS 1.j 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. CA "MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). ' 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). 3, 3 5. 6. 7. 8. 9. 10. 13, 14. 15. 16, 17. F. GUARDRAILS AND HANDRAILS LIVE LUAU IP5M F.I. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL. LOADING SHALL COMPLY WITH R301 AND TABLE R301,6 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW BY BUILDER" NOTE ON COVER SHEET (CS). THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL 61MILAR CONDITIONS. THE CONTRACTOR SHALL MAKE NONSTRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTIENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.12 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24' A.F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R3122.1 AND R312.22 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR ILL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017) CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENT§ LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 2. 3, 4. GARAGE DOOR. A. ENGINEERED FOR 160 MPH MIN. WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE DARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED, OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 13/8INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. AND MUST BE EQUIPPED WfTH ASELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0,48 MM) SHEET STEEL, i INCH MINIMLIM RIGID NON METALLIC CLASS 0OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE, AS PER FBCR 6TH EDITION (2017) SECTION R3023 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN % 4NCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 518 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN %WNCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 3. 4. 5. 6. 7. B. 9. 10. 11. 12. 13. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS, REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1'-0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION.. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT, NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Y, THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM 01557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF 3'-D" BEYOND NEW FOOTING LINE, THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, LINO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS, MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ACI 530/ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N' TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM 090-06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF Fir =1500 PSI. 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY, 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3/8 INCH THICK, THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN ''%INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R6062.11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING, 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT, FIBER LENGTHS SHALL BE 1/2 INCH TO 2,25 INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.76 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kg/m') IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR, 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25'. 5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS, DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25" WHEREVER POSSIBLE. 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.A. 0, W31 OR D31 AND SMALLER 7^ C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.A. #11 AND SMALLER 3/.^ D. BEAMS & COLUMNS: D.I. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS - 1%:" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT, ELECTRICAL 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS, WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL, 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. B. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACH@P GARAGE, THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE(S) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE, TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: 8.1. NATIONAL DESIGN SPECIFICATIONS (NOS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: DA. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. APA=THE ENGINEERED WOOD ASSOCIATION: E.1, ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER, UNO. A Fb=1,100 PSI Fv=175 PSI E=1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017). SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. ALL BOLTS SHALL HAVE MINIMUM 2' SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR. 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16-OSB EXPOSURE-1 OR 117 COX PLYWOOD SHEATHING, PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16' ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE W OSB EXPOSURE-1 OR 5/8' COX PLYWOOD OR 15/32" APA-RATED O.S.B. SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATERTHAN IW ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE%' SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED, 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/7 COX PLYWOOD OR 15/32' APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER ®PECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFYAB DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT, 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 16. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982, 17. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSI/TPI 1.2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO U240. 18. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. 19. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE'SIMPSON" STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG, 20. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOORICEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9W). 21. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B 160MPH/C 160MPH/D 2x6 STUD SPACING @ 16" O.C. @ 16" O.C. @ 16" O.C. 22, IN VENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITION (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906A OF THE FBCR, 6TH EDITION (2017) ' PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876, ASTM F 877, OR CSA B137.5 PER R2906.4 FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. " PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1" PER 100' OF LINE WITH EVERY 107 CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. ' PIPE SUPPORTS SHALL BE A MAXIMUM OF 3T HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) ' CONDENSATION LINES SHALL BE MINIMUM''/4' PVC (SCHEDULE 40), INSULATED WITH Yi AMAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM'/4" PVC (SCHEDULE 40), INSULATED WITH %' AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6., NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017). i 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION-(2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: - A. ENCLOSED. ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH AST"926 3.. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017), ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS -- 1"FLASHING -- HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS -- WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS -- CASING BEAD DETAILS -- DRIP EDGE DETAILS -- CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS -- WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTM-C.1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS, CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER, THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION, CONTROL DATE: 05/18/18 A R C H I T E C T S 1441 IN. HUNALU HI-AUAN bLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 H W o z CA F W A � a A A ti �� A 0 H M `7 to mmmm�j co t, co W STJBDIV. & LOT: OAKLAND LAKE (LOT 8) MODEL 1452 XXX00-00 PROJECT#: 02784.000/00008 PAGE: GENERAL NOTES 160 MPH EXP. C DATE: 6 /2 J /18 SCALE: 1 /4"=1' - O" SHEET G Nor JUL 10 2018 GENERAL NOTES 3. 4. 5. 6. 7. 8. 9. 10. 13, 14. 15. 16. 17. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A. FLOOR LIVE LOADS IPSF) Al. SLEEPING ROOMS 30 Al. ATTICS WI STORAGE 20 A.3, ATTICS W/OUT STORAGE 10 A.A. POOLROOMS 75 A.5, BALCONIES 40 A.6. DECKS 40 Al. STAIRS 40 A.8. ALL OTHER ROOMS 40 S. FLOOR DEAD LOADS (PSF) B.1. ALLAREAS 10 C. ROOF LIVE LOADR C.I. ** MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). D. ROOF DEAD LOAD IPSF) 0.1. FIBERGLASS SHINGLES 17 D2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E. 1. BASIC WIND SPEED VULT. = ISO MPH, VASO =124 MPH E2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 EA. INTERNAL PRESSURE COEFFICIENT (GC -pi) 0.18 E.5. OPEN BUILDINGS 0.00 E.6. ENCLOSED BUILDINGS t0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD (PSF) F.1. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION, DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW BY BUILDER" NOTE ON COVER SHEET (CS). THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS, THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS, THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017), ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24' A.F.F. AND MORE THAN 72' ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R3122.1 AND R312.22 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROORCEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723, PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS m 3. 4. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN. WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR 6TH EDITION (2017) SECTION R302.5A: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1318INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0.48 MM) SHEET STEEL,1 INCH MINIMUM RIGID NON METALLIC CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN Y2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE UEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 518 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT, WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN%4NCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13, REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS, REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING. POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE V- 0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE. PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT, NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS, COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED, DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF T- O" BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLIJ©ING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS CONCRETE P. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI318-11. 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R4022 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03, MAXIMUM AGGREGATE SIZE SHALL BE'h". 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 51 BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED, 1. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'/4", 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE. 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). I i MASONRY I 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ACI 5301 ASCE 5. CONCRETE MASONRY UNITS SHALL BE GRADE'N' TYPE 11 OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500 PSI. 0. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTMC270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. ¢. MORTAR. JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 318 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN %INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 8. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R606.2.11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BAR§ SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1121NCH TO 2,25 INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 178 kg/m') IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FI®ERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R5062.4.2 (1) OF THE FBCR, 6TH EDITION (2017) �q ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25". 15. RUN. REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS, DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS, STAGGER SPLICES AT LEAST 25' WHEREVER POSSIBLE. (i. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. CONCRETE EXPOSED TO EARTH OR WEATHER: _ B.I. #5, W31 OR D31 AND SMALLER T C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: 01. #11 AND SMALLER D. BEAMS & COLUMNS: D.A. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS .1 Y"" 7, DO NOT CUT OR DI§PLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELECTRICAL .1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS smaKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) i3. NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 14. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 15. 125-VOLT, SINGLE-PHAS€,16-AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL, 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. '.7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL, 8. NOT LESS THAN ONE R€CEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE. THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE(S) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE. TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: B.I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: 0.1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. APA-THE ENGINEERED WOOD ASSOCIATION: E.I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER, UNO. A. Fb=1,100PSI Fv=175PSI E = 1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. ALL BOLTS SHALL HAVE MINIMUM 2' SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL. CONFORM TO SECTION R602.6AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 518' OSB EXPOSURE-1 OR5/8' CDX PLYWOOD OR 102" APA-RATED O.S.B. SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16' ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE % SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED, 11, WALL SHEATHING SMALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" COX PLYWOOD OR 15/32" APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT, IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTERAB DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AB DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. I& TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW, ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 16. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 17. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSITPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240, 18, THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. 19. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SIMPSON' STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. 20. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9W). 21. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 16OMPH/B 160MPH/C 160MPH/D 2x6STUD SPACING @ 16" O.C. @ 16" O.C. @ 16" O.C. 22. IN VENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITION (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, 6TH EDITION (2017) ' PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876, ASTM F 877, OR CSA 8137,5 PER R2906.4 * FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. * PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1" PER 10D OF LINE WITH EVERY 107 CHANGE IN TEMPERATURE, BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. ' PIPE SUPPORTS SHALL BE A MAXIMUM OF 32" HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM'/;' PVC (SCHEDULE 40), INSULATED WITH YV AMIAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM''%- PVC (SCHEDULE 40), INSULATED WITH %" AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE, 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. -. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017). , 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE, 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017)-- FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: - ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS -- "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS WEEP SCREED DETAILS - CONDUIT PENETRATION DETAILS - CASING BEAD DETAILS - DRIP EDGE DETAILS -- CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS - WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.102.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTM-C-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT, 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 A R C H I T E C T S 1YY1 IY. MUIYMLU MCMUMM OLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 i L o�m000�om� E 8 E O C L SUBDIV. & LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00-00 PROJECT#: 02784.000/00008 PAGE: GENERAL NOTES 160 MPH EXP. C DATE: 6 / 12 / 18 SCALE: 1/4"=1'-O" SHEET � Tog SECURE STRAP TO GONG. W/ (2) 3/16'x2' TAPCON5 3 1/2' TI CONC. SLAB 5IMP50N WB ROLL STRAP OR EQUAL SECURE STRAP TO UNIT W/ (2) Il l 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL KITCHEN SIP AUTO VENT PLUMBING ISOMETRIC (SEWER) MODEL 1452 RYAN HOMES 40' -0" 24'x24'xl2' GONG. FTGa 6 9, 0" 6 30, 0„ W/ (3) 05 REBARS EA. - WAY ON CHAIRS MIN. 3' COVER (2-TYP) 0'-9"v 29'-3" S IL r � B 0- TYP. Dl +-3 1/2' r 0 " H5. D1 v r V I Il Dl ■ _ ■ F DI TYP. nu �. �I rr_. k %Ire% N II �i i uT�_ iI a II d IL ■ m 5'-9" 9� I' PVC CHASE FOR ELEC. ® ISLAND 0 -5" OPT. REF. 0'-O' FIN. ELEV. FIN, CONC. SLAB C3 1/2' CONC., REINFORCED W/ Vx&'4I.4 x WI.4 ON 6-MIL POLY ETHYLENE VAPOR BARRIER ON WELL -COMPACTED CLEAN FILL '-I:, 5'-1' TUB ,JJ EXTEND I r SLAB 1 1/1' v V -�jt...1 iu/c LAY. 4 t1111v1-1A, -rc' RECESS SLAB FOR PAVERSF■■■ � I r IMME 40' -0" r` —:1 er n x60' 11 1 SHOWER 1 PAiJ i i I >2 I I LAY. %%Q I j `III I� 1 �I pl r 3/4' W/C ICONDENSATE �I -4' BOLLARD 15'-5" v 3 1/2' CONC. SLAB r v CCND.) t,+ I ll r PAVERS I ■ 24'x24'xi2' GONC. F; @ FTG. 4 W/ l3) "5 ' DI REBARS EA. WAY ON CHAIRS MIN 3' COVER ■ (2-TYP) PAYER FH13. EDGE 8 LINE — p1 _ D1 — — �- 6 In' — — J ■ Fu" UNDTIN Fib N SCALE: 1/4 = 1'-0' ELEVATION 'A" A R C H I T E C T S Design Gr )t Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIII"I'II ��om0o00oov� SUBDIV. 8e I OAKLAND LAKE (LOT 8) MODEL: 1452 )M00-00 PROJECT#: 02784.000/00008 PAGE: FOUNDATION PLAN 160 MPH EXP. C SCALE: 1 /4"=1' - O" SHEET OF U 24'-0" 15'-Im" ■ ■ ■ IN ■ ■ ■ IN ■ • ■ ■ � 30'-4" ■ IN I - N i IS I_ ' m I N m ' cn ■ 4 4 Q 4" N • ■ NEI INE ^' N MI W _ I N S ■ ■ IN e I ■ - 0 M ■ m m ■ ■ ■ ■ ■ ■ •■■ ■ _I ■■ 3'-4' 10" 10,-0' 12'-0' SCALE: 1/4 = I'-O' ELEVATION A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774,4078 www.abdesigngroup.com AA #: 0003325 �II"IIIIII L o�00000vm� I E 8 C6 E O C SUBDIV. 8e LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 MOO-00 PROJECT#: 02784.000/00008 PAGE: DOWEL PLAN 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA ROLAND A.ABO CHACRA AR NO 93 23 00 DATE: 6 /12 /18 SCALE: 1/4"=1'-O" SHEET 2 OF WALL LEGEND V - V 5LIG. SRG. SHEAR WALL SEGMENT WOOD FRAME BEARING WALL INTERIOR: 2x4 WALL M 16' O.G., UNO. EXTERIOR: WOOD FRAME WALL PER COMMUNITY SPECIFICATIONS. REFER TO TABLE N/63 FOR MINIMUM INTERIOR NON -BEARING WOOD FRAME WALL: 2x4 24' O.C. MAXIMUM, UN.O REQUII,REMENTS S ONRY FIBBING AT MASONRY ' ®24' O.C. OVER FOIL LOTT' S CONCRETE P.O. Box 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL LENGTH TYPE COMMENTS NO. 8/28-5-( ufflt PRESTRESSED L-2 4'-8' 8/22-6-(I)U/(0)L RECESSED L-3 5'-10' 8/16-5-0)U/(01 L-4 4'-6' 8/24-5-(I)/(0)L L-5 4'-6' 8/24-5-(IXl/(01L L-6 �'-6' SR4-S-llal/lI1L 646-6-0)U/(UL L-6E5 II'-4" SA6-S-(IU/(I>L L-6C 9'-4' 8/16-64DU/(UL L-1 4'-6' 8/24-64111/(0)L L-6 4'-6' 8/24-5-(I)U/(0)L L-c3 4'-6' 8/24-6-1IXl/(01L 1-10 4'-6' 8/24-64111/(0)L 4C4WST.4CRET4IIf LINTEL SCHEDULE LINTEL NO. LENGTH TYPE COMMENTS MB-15AT PRESTRESSED L-2 4'-6' SRF22-05AT RECESSED L-3 5'-10, SFI6-05AT L-4 4'-6' SF24-08AT L-5 4'-6' SF24-05AT L-6 l'-6' 8F24-I5/IT L-6A V-4' SFI6-15AT L-65 IF-4' 81=I6-15AT L-6C 9'-4' 8F16-15AT L-1 4'-fo' 8F24-05AT L-8 4'-6' eF24-08AT L-S 4'-6' OF24-054T L-10 4'-6' SF24-05AT 0' — ■: T LANAI I I L_6 5068 SGD ,{ i 00 O 1;o DINING 8'-8' CLG. 25-6H L-� GREAT ROOM 8'-8' CLG. L-8 L-9 25-SH 25-SH O EGRESS OWNER'S SUITE 8'-8' CLG. -yl I I I I I ° I I I I I KITCHEN Hill W.I.C. ----n 8'-8 CLG. BATH l o L- 8' a' cLG ---- BEDROOM 3cc 8'-8' GLG. ■' L N ■: FOYER L-5 � i I BEDROOM 2 8'-8' CLG. OL-4 EGRESS L 2 NF TRY w-8' CLG. L-3 I 2-CAR GARAGE 8'-8' CLG. L-I I6'-0' X 1'-0' OHGD --------------------- ILINTlEL PLAN SCALE: 1/4 = I'-V ELEVATION 'A' 0 A R C H I T E C T S Design Grou inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �"'llll"I L 0�00m00v0J svBDIV. 8e LOT:OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00-00 PROJECT#: 02784.000/00008 PAGE: LINTEL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA 11 ) ROLAND A. ABOUCHACRA AR NO 93723 DATE: 6 /12 /18 SCALE: 1 /4"=1' — 0" SHEET 3 OF 0 SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS LOADS 1L05/FT) A T U-LINTELS SAFE L 8" PR_ -�. 5 _ `AWT_Owen' GRAVITY' 6Fa D9 aFl2 z3 _°Fi6 OB 2F30 03 aF'4 OE EflB-Pn3 2FD ©3 9VERALL LINTEL LENGTH (ttPE OF LINTE0 85 .-Bi LE 9 a < A r 'Ell, In 1'20 In 60' "F 4 I b s iF 9 6 9 a1 '4 , IP las.l _ 3'-8' TO 3'-6' (PRIEcAST) 3 y � I 60- i l f O 0 O 3a Pr' Ilbz" b Ol B'-l' TO 4'-0' (PRECAST) 906 F I- Ii4T "14 IJ.94 eon- To a' ' -6' (PRECAST) 4-1' It I '- 11 z 2^9 II 3E �1. 6 A I v L I ( 4 ©94 w G 3 ,10< II?0: a9 _ O 4 D_ 4'-1' TO 5'-4' (PRECAST) 5'-5' T05'-10' (PRECAST) I- 1� �L 33 - 1 , E.J 4 I a �( -- 4 3 .9"le a 13. 9 a• I'll 3 IB � I J E( 6¢= ,v-.. lb7S .4 "o a26 N4 3a 6 _. 9 133 d l a_ E41 >I: MJS I ^5 B _ Ofl3 _. laLo "'I_ 3fib vs= ,'+e 0.=l 5'-0I'TO 6'-6'(PRECABt)- 6'.T TO 1'-6' (PRECAST) TO V-4' (PREOASTI 91 TO 10'-6' (PRECAST) 10'-l' TO 11'-4' (PRECAST) TO I3'-0' (PFffiGA.D I]' -I' TO 13'-4' (FRECABD °= 11 s)c IP v 114 r ee I I 91 L .It � Ptln =63E 13'-5- TO 14'-0' (PREC ui 2 ., 1P6 I 9 YE' 141 J. 6P0 14-/T014'•8'(PREBTRE65%= vR 4+6 rB, Oq 'T LI- 2l. 14'-8' TO 15'-4- (FREBTRE68ED) NI • N Ir 2 6 N N2 NE' IrLIIA-+ M' 15'-5' TO 1'4' (PRESTRESSED) NC 6 � IeO9 19a. 6 eOb' 15^ lir (93-. \K I K ;'1, \< I I IE Vkc ";;Ben-J T9h e'er 114 U69 a6a 31'-B' T021'-0' (PREBTRE00ED) NR- N- :- No- Hill N= \P � -- N 33 N> 1Js svh ae= 03] C UPLIFT LATERAL OVERALL LINTEL LENGTH BFS-IT M12-IT BF16-IT SF20-IT EPP4ET V20-IT BF33-IT .0 ans RCM[ (TYPE CF LINTEL) I%9 P 55 b B 4 3 2 4384 9P 63 B52 1=1 Im3B I 4 @'i 1586 'To '- '( cAOV 3'-B 3 6 PRE %B 330b 9ebe %e 4b10 5325 6010 lb9 lb3 13" 3'-l' TO 4'-0' (PheAai c) 1P01 ]040 PTOI 9315 4949 4TII Bela am bel 101Y 4'-1' TO 4'-6' (PRECAOD 1016 1115 P]lbl 309E 1 3399 11 3%I 1 4B32 411 411 T45 4' 1 T05 4 (PREC40T) a's 1561 30&D ]Ba3 N" 30]O 4193 5'-51TO 51-1V(PRECA&V 340 939 616 DID HOT Ia68 $9Pa 9190E 5251 9ltl 501 121 410 5'-II' TO 8'-d (PRECABD 121 Gas 1.24 2.25 2426 ]BT 5228 44 534 365 6'-l' To l'4` fPRECASD as lee 'Ilea 1414 bl5 3151 lava y36 512 230T T-l' TO 9'-4' (FRECABT) $10 5l5 916 IIBB 1g61 I196 ]011 p84 401 IBm V-5' TO 10'-6' (PRECAST) 4l4 504 e00 ®5l I314 IBIS I163 110 452 154 M'-l' TO II'-4' (PRECAST) 4l® 450 124 99B 1151 1365 Gas 264 403 13l VRE II'-B' TO '-0' (PCAST) 416 3% 60l No, m4 1143 INS 211 324 TO 12'-I't013'-4' (PRECAOT) 364 No Boa I34 BB9 Itl54 1110 235 299 10m 13' -5' TO k'-m' (PRECAOT) 6 �60 an, 1303 9TB 0 119_ _ .4 14'-1' To 14.0. (P�STRE90ED1 ]39 246 34 395 93o 6' 4R 204 91 '-4' -I {I - NR 359 83 d'.9' T019 fPRESTRE%ED) a3y.I'+49� 6 .E\ O[ � 4L9 - t0 600 b6 I668 15'-5 TO n'-4' (PRE9TRE09ED) all' L_ 00' 906 lel3 NR 6`1 64 n'-5' TO 19'-4' (PFebTRE%EW - 41 Ea _ -'. _ B¢'. - _'.I -i4 Ill_ NR _ 40 52 is. _ 4' -- 14" 19'-5'T021'-4'(PR�8TF2EB0ED) --- [Sabo rvR 126 43 11'-5' TO 21 (PRESTRESSED) 13'1 a¢- z bl3 1 66i 1LI99= 1 516 _ _ 21-r TO 24'-mvPRE.TIFE0E 90) NR 9V 3m ASTM BETE" LINTEL SCHEDULEI p MA7Eh,IAL,5 1. Pc V precast lintel = 4000 pal 2, f'c prestressed lintel = 6000 psi 3. Grout per 467M C416 file - 3000 psi w/ maximum 315 inch aggregate 4 8 to II inch Slump 4. Concrete Masonry Units (CMU) per A67M C90 w/minimum net area compressive Strength - 1900 pal 5. 111 per A87M A&15 grade 60 6. Prestressing strand per 457M 4416 grade 270 Tow relaxation 1. Mortar per ASTM 0210 type M or 6 GENERAL N07E5 I. Provide full mortar bed and head Joints. 2. Shore filled Ilntels as required. 3. Installation of [Intel must comply with the arcritectural ano/or structural documents. 4. U-L.'mtals are manufactured with 5 12' long notches at the ends to accommodate vertical cell reinrorcing and grouting. 5. Reference the CAST-CRETE Load Deflection Graph brochure for [Intel deflection information. 6. Bottom field added rebar to be located a the bottom of the lintel cavity. 1. 1/3V diameter wire stirrups are welded to the bottom Steel for mechanical anchorage. 5. Cast -In -place concrete may be provided in composite ]Intel in lieu of concrete masonry units. 9. Safe [cad rating based on rational design ana[ysls per ACI 316 and ACI 530 10. The exterior surface of Ilntels Installed in exterior concrete maaonry walla she have a coating of stucco applied in accordance with ASTM C-296 or other approved coating. It. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal (lateral) loads should be checked for the combined loading with the following equation! lied e tI a[ ad Aboli d h 12 tel load S 1.0 Safe vertical load Safe horizontal load 12. Additional lateral load capacity can be obtained by the designer by providing additional reinforced concrete masonry above the lintel. See detail at right: �F'm=1500pe1 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU FULL COURSE I/2' CLR TYP 2) 5 REBAR s • ` 6 GR40 or GR60 SAFE LOAD TABLE NOTES I. All values based on minimum 4 Inch 1. For composite lintel heights not shown, use oafs nominal bearing. Exception: Safe loads for unfilled load from next lower height shown. Iintate must be reduced by 20% if bearing length Is 8. For [Intel. lengths not shown, use safe load from less than 6 12 inches. 2. N.R. = Not Rated next longest length shown e. All oafs loads in units. of pounds per linear root 3. Safe loads are Superimposed allowable loads. 10. All safe loads based on Simp'Iy supported 4. Safe loads based on grade 40 or grade 60 field span. rebar. IL The number In the the parenthesis Indicates the 5. One •1 rebar may be substituted for two 5 Tabors percent reductionfor grade 40 field added in 5' lintsls only recall. Example 7'-6' lintel type aF32-I15 safe 6. The designer may evaluate concentrated loads gravity load = 6412e, w/ IS% reduction 6412 from the safe load tables by calculating the (.85) = 5501 PIP maximum resisting moment and shear at ci-away from Face or support. _ TYPE DESIGNATION FF = FILLED WITH GROUT / U - UNFILLED 5ouTNOM OFF LINTOF 05E CAVIEBARTY QUANTITY OF 15 REBAR AT TOP LOMINAL HEIGHT NOMINAL WIDTH i 15 R BAR AT TOP MI , lU REOID d 1-1/2' CLEAR J U LU A C 11.0. Q 10 C GROUT 41 - Z S 05 REBAR AT BOTTOM -" • • OF LINTEL CAVITY BOTTOM REINFORCING 1-5/5'ACTUAL PROVIDED IN LINTEL NARI E5) 8' NOMINAL WIDTH TABLE No. 11 SAFE WORKING LATERAL LOADS (PLF) 8" x 8" LINTELS LNTEL SAFE LATERAL (REF) LOADS LINTEL BATE LATERAL LOADS (PLR) iolel Langsl Type VDDOR HEADER PLAIN B' DR HEADER SOLID TBNI LengW T R'e PLALA N SOLI' SOLID 1'-1. Rarest B% 3964 3'4' RaPot 1111 2011 Recant 1168 US A'-V FTFAAA 95d 1617 4'-0' REeet 844 I614 4' -1' RBceet Sol 521 41.6' FHVs t 6% 1166 4'-9 Pr.i Igo 5% 4-S' Recaat S% 153 4'-8' Pracea! 660 1165E 5'-1. Reset 666 INS 5"-8' Rxeet 660 Ih1 5'-b' Racaa! 543 TO 6'-B' PMaSRt 004 96# 6'-4' Reset SDI I364 l'-e' Fraser 4n la, 6'•6' REeet 611 lia B'-B' Races! 306 14 6'-8' Roux 5t0 Un 9'-e' Rena! 706 5A T.,. Pawat "a 9% T-V ReCm! 425 994 B'-& Recent 381 014 B'-4' Ramat 354 745 W.4' P,oi 211 503 la-w P EI III 453 II' -A PEI IN 00 I'-0' Rene! IN us T-6' Ramat 143 5e4 5'-4' Remit 16 4e4 14'-0- FIVbt 9D 391 I4-V Raaveeaad NA 341 15'4 Prox mud NA. 3L M-4' R®Vaaaed NA 213 It .4. ProInE e:1 NA n6 20'.0- Res seal NA Be 21.4' Restremad NA 31 v4' Rmt,mood NA I20 74'-0' Reaveeaed NA 99 NR • NIX Racmmev)ed LOTT I S CONCRETE P.O. Box 771255 WINTER GARDEN, FL 34777 PH, (407) 656 2112 UNCC NOMINAL WIDTH/HEIGHT OF LINTEL r PLAIN OR SOLID LINTEL 18/16-P-#U / #L] No. OF ADDITIONAL #5 BARS IN UPPER OR LOWER LINTEL CAVITY F_ GENERAL NOTES: I. COPES L. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017), SECTIONS R4022 4 R606, 1.2E FLORIDA BUILDING: CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS 1901.2 4 2101E 13. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 316-06). 1.4. AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FORBUILDING5 AND OTHER STRUCTURES (A5CE 1-10). 2. CONCRETE 2.1. CONCRETE COMPRESSIVE STRENGTH AT 2a DAYS: 2.1.1. PRE-OABT W/STANDARD REINFORCEMENT-4000 PSI 2.12. FR:E-GAST W/PRESTRESS REINFORCEMENT-6000 1-61 2.13. GROUT PER ASTM C416 - 3000 P51 W/ MAX. 3/5' AGGREGATE, 8' TO II' SLUMP. 22. REINFORCING BAR5: 22.1. STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A&B (GRADE 60) 222. STEEL IN LINTEL AND IWOCKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). 23. PRE -STRESSED STRANDS ASTM 4416 1-WIRE, STRESS RELIEVED 270 K51 24 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315 TABLE No. 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) B° x 8" LINTELS LNTEL LENGTH CLEAR SPAN LNTEL TYPE LNTEL STEEL IUN ILLED GRAVTT CAPACITY (IML (CMU GRAVITY CAPACITY (IML elft UPLIFT CAPACITY IML em UPLIFT CAPACITY (IML (1191 acrom BAR TOP BAR GRAVITY CAPACITY 2 V 61 PRECAST I 1?) 1 (2) `2 4245 1 INS 1B03 Ems 100s9 3'-6' V-2' PRECAST (1J ry (Wry 2415 3B31 3831 4B5 ADS 4'•0' 1'-B' PRECAST (Wry (ilry 1703 Zlll Till 33% 3% 3 4'-b' 3' -T PRECAST 121ry (Wry B43 2165 Me 26 26M 4 e' 9.4 PREC WT fWR (Wry p31 201 l Pon 2421 2421 5 4 4 0' PRECAST (2)1 (2m 162B %I 6-10' 4 6' PRECAST rWEl (2)5 abo 120 W25 40 410 [Ala 6 4' 5 0 PRECASTI WE (Wry 140 140 1232 12M 1203 1115 6 6' S-1' PRECAST (CAN (2)Q lb U32 UPI GAS 12% 6-8 5 4' PRECAST (D4 R)ry B02 1104 154 Six I081 11% T b' 6 -2' PRECAST 0) 4 (v ry 510 e5i sel D25 1002 1 8 6 4' PRECAST (J14 (1) ry 551 559 %9 IN 1041 B 0 6-8' PRECAST (W µ (v ry 618 902 902 92 964 B 4 T-V PRECAST (2)4 0)'R 4% As 851 648 911 Ti " a' PRECAST (W-4 (Wry 416 126 126 4% Too 10-6 n4 PRECAST I (W-4 aM 354 61B 69 3Bo 613 11.4 111 PRECAST S) 5 (2) 9 315 561 EST 311 on 12.0 b V FREI (W 5 (2)1 292 a15 $25 111 W IF 6' 11 =22 FIRCAST rW5 (2)1 271 452, 4% is 512 13 4' 120 PRECAST lW 5 S 5 255 4% 40 114 442 14 0 11 .8 CAbi 0) 5 (2) 5 23S 430 430 DO 395 14-8 I3.4 FRE8TRE09ED (l)4 (Wry NR 41B 418 230 1 446 15.4 Ul (2) 4 (2) n NR 3111 319 210 401 Il-4 Ib-0' PRINTRE66ED (2)"4 (Wry 14R 1% 18B 169 311 19 4 IV-0-PRESTRESSED MID IV `3 NR 224 124 BI 254 20 0. S PRESTRESSED C)5 S)5 NR 20t 101 U2 231 214 200' PRESTRESSED S)5 (2)9 NR. 11T Ill OF 208 TT 0 20-e' T86DD 5 We NR 16 I01 b SePT24-0' Is NR 1 32 132 S4 163 NR- NOT RECOTIENDED TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LMlEL LENGTH CLEAR SPAN LNTEL TYPE LINTEL STEEL GRAVITY CAPACITY (Olin flft GRAVITY CAPACITY (InL(IMU UPLFT cAPACET (IML(InU UPLIFT CAPACITY fIML f1nU BOTTOM BAR TOP BAR TO 1 4 ry Ory 3-6 2 3' PRECAST (2) ry (2) ry Tb s, 1WW [DOSS I [Cold 4.0 2-V PRECAST (17 (2)1 5503 100 T0a0 i�00 46' 9.1 RE PCAST (Wry '2), 4141 "Oo 041 19000 4 8' 9-4' Pali (2)9 (2)n 31W label 10% 1com 5 4' 4 0' PRECAST (2)5 Sin 039 Memo 5I% 1 10e00 5I0 44' PRECAST IV C)n Doi sin 4661 W44 b-4 5-0' PRECAST (W-4 (Wry 6152 6 552 3e61 l42 11,115-1 PRECAST (W4 (Wry 6250 6250 5i45 &Sae SITS' 5-4' PRECA57 (2)14 [Dry %16 mis 3641 6124 Ts' b-2' PRECAST 1 (2)'4 1 ry 4312 4311 1636 4509 18' b4' pECAST 0W4 r ry 4099 40% 2508 4152 8 0' 6-B' F9EG45T S) `4 1 0) 1 DISC 3130 2278 3B% PRECAST fil'4 1 ( ry 3420 3420 2018 3561 PEO45T ra7 160 lase 9'T PRECAST (2)14 (11ry 2111 1211 1133 2289 II'-4' WTV PRECAST (W IS 954 1954 1031 loan Q'-0' 1v-8' PRECAST Me, 11 5 lilt lilt 9b Ina W-6' 11'-2. PRECAST MIS (CA B 1661 I661 B28 1101 V-4' U'rV PRECAST ev 5 (2) 5 Dol 1501 113 1414 14'-0' PRECAST (D 5 w 5 Doe 1399 6% 1323 4'-B' 13L4' bTRE98ED (W-4 (2)'] No lass Sol 15I IS'-4' 14'-0' PR£6TRE%EO (114 !Wry 1124 1124 536 INS iT-4' Is,' -a' PRESTRESSED (2)'4 (vry 1es; DEC 417 Si B 4 10.0 % PRESTRE ED WE (19 less Via 334 am 20 0' IB 8 PRESTRE68ED ! 3) 5 (W5 9l9 also 21.4 SO-SO PRE6TRE85ED %1 Sea 211 251 540 11 0' 2c-e' PRES 86ED WE (Z)5 19l lei 1ST 26 14-0 118' PREe D MIS R)5 (2 058 6% 25 426 4l5 TABLE No. 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS EAR PAN LINTEL TYPE LINTEL STEEL GRIA ITY CAPACTY eOM_ (U5U GRAYIM CAPACITY (Inn (Ift UPLIFT CAPACITY (IML (lit UPLIFT LAPACIPf (look. (215U BOTTOM BAR TOP BAR s,PRECAST (Wry ry [CON o KING) TWO -TFREC45T (2)1 (2)e Deal woo UNIDO local .11PRECAST (2)T (2)ry 6139 WV0 10020 kI'44.1. 3.1 FEC49T (Wry (2)ee 5014 on09 I0000 loom 3 4' PRECAST (Wry (Wry 4653 1Imeo %29 loom 4.0 PRECAST K)5 lt)ry loss beES Pool 10OX4'-1.PRECAST (2)9 (Wry 6231 10-ow 5T% 1'"05-0'PRECAST W4 (Wry 5101 10000 41DI4605-TPRECAST (W-4 M1 an lom 4481 R13 5-4' CAST lW'4 - (2)n BIN 948T 4231 8420 6.1' 1 PRECAST (W'4 (Wry 6235 646 3242 6411 t B 6 4 PRECAST (3)4 (2)ry DIN 6024 SCSI 6163 B-0' 6 S' CAST (2)4 ( 5%l %bl 1E03 6599 &I 1.0' FIBOASE (2) 4 (2) n 031 4831 19IT 6959� V- 1'-1. PRECAST IV (2) `2 3126 3126 551 Use 10-6' 9'-1. PRECAST (1)4 1111 2%] 2931 1520 w25 II'-C '0-0' PRECAST (W5 (2)a 1553 2563 1215 2604 U_v 10 _V MCA57 (715 (7)9 ZOOS 2305 I123 2251 11'-6' '12' PRECA51' (VIS (W9 2141 2147 1022 2M9 13' 4' 11' 0' PRECAST M S III IS BID 1826E Sal52: 141.0' U'-8' PRECAST (W5 eve 171E OI8 18l IE35 He' 13'-4' PRESTRESSED (W'4 230 134b 653 U63 15'-4' W V PIRESTfE%tP 1 (W'4 (1Jry 2156 2l% 5% 1115 IT-4' 161.0- PRESDISMED f1J.4- (11ry 5Do 550 dba Va 194 aWo Plool %ED (W5 (1) 310 1310 311 1 li 1C 0 18 B RES %EO l315 fD5 UI9 19 34l 6% 114' 10-e' PRE9TRE%ED (219 (1)9 It 304 601 12 e' 20 B' ETRE%EO 1115 f1)9 %4 ]55 %5 140' 1l e' RE91RE%so 1 1 824 1814____ 139 413 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 28" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYRE LINTEL STEEL GRAVITY CAPACITY lOML elft Gll CAPACITY Ili(Iit UPLFT CAPAOT" (Inn OM UPLIFT CAPACITY fl)5L(115U BDTTCfi BAR TOP BAR f-6 T 2) (1) OECD [SACS I 1090D PRECAST (Wry [Cade) Real, VON, 1=0 4'-0' 2'-e' FRECA9T (2) ry K)1 1916 10¢00 10200 10C90 4'-1' 3'3' PRECAST (Wry (2) `2 6001 10000 b000 10ZD0 4'-1' V-4' DART (Wry (Wry %09 b6tN' IO= 1som 5'-4' 40 PRECAST (2)5 (1)ry 9017 bona, Sabo 1000C W-1V 4'-6' PRECAST f n furry 1357 BOX 6%6 10000 6.4 s-s' PRECAST f1)-4 (2)ry 10800 IONIC 5641 ame 6.6 5 ]' PRECAST (W N (Wry OCRs 100s0 535 10000 b-v S 4 PRECAOT (2)14 (2)ry 9530 i@600 SON 10000 l-6 6 2' PRECAST 0) `4 (2)n 1408 Tal Bi T653 6.4' PRECAST 12)-4 (2)n 916E %63TS' 6'-B' PRECAST (2)'4 (Wry Pool 3328V-4' TAD` PRECAST T 4 (2)n 033 W51 met are PRECAST M-4 (2)4 5066 2355 a145 b' 6' 9-2- PECAST (2)-4 (2)D 3814 Sam 3663 I 4' b-0' CAST M s INS 32W B11 Now U 0 lv' PRECAST INS (v loss, D36 21se U -6' II2' PRECAST MIS 12)1 1118 Un 2455 3'4 11-0'PRECAST (W5 (D5d 2416 INS 268 0 IZ'-0' FRECAST M 5 M 9 nib M16O7 III 194I 14 B 13 -4' PRESTRESSEDS D4 1911 126 [D1 4 <-0' PR5 BEEP (W4 (2)ry 2616 663 13U❑4 Ib-0' PRE5 65ED (3P4 (1 ry 2013 5 BY1 IS -A 18 -V PRE511I fW 5 (1) 5 1 1601 418 - ale )0 0 16-V PRESTRESSEED (D a (D 5 14% AN1 4 20'-a' FRESff "' lW 5 (W 5 1305 3B8 66B 1L0' ]0-B' FFESiFESSED fD5 O 1122 31l 625 JCL-C 11'-8' FRESH C59ED (W 5 (119 1014 266 531 TABLE NO 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 8" LINTELS CLEAR SPAN LINTEL TYPE LINTEL STEEL FLAN GR4vltt CAPACITY GRANTY CAPACITY (0i(Ift GRAVTY CAPACITY (IML(Ift UPLIFT CAPACITY (IML(1151I UPLFT CAPACITY NIMN.O1Al BOittXI BAR TOP BAR b (W5 34 2-T PRECAST (2)ry ee n B13 AN 1 INS e4ND 140a, 2-b'PRECASTJ(2) 1131 1425 [425 "1 1563 t4--V 3R PREOlST Ory O 515 1.1 151 N89 1489 3.4' PRECAST () (2)n 226 ADS "I13% 4.0' PECAST (2)9 ()1 San nor W IIle 114, 41.PRECAST 2)Is fWR oil Boo009 9% %6 S-0' PRECAST )'4 (21ry 494 141 141 T5 052 S'd PRECAST (Wry 4l6 I19 119 T" 810 54' PRECAST () Pry RB as NO 60B 190 b-1 PRECAST f) furry Sol No SIN 515 66t 1-B' 6 4' F1ECA67 (2)4 (Wry 315 %B 5" 49S 641 5.0' 6 S' PRECAST (2) (Wry 353 5% % 452 6a,3 B 4' 1.0' RECAST f]Iry 334 501 Sell 411 516 1-4 V-0' mEWBT !) (2)1 28b 495 435 35 494 O'4' T-ir CAST (Wry 245 311 312 239 413 II'-4' 0.0' RECAST1 (]) IS C)9 25 30 315 IN 335 W-W IVi RECAST 0 15 1219 201 - 2W SO n3 W5 Ir-a PRECAST 1 O IBB 243 US 1 51 134' U'-0' RECAST 51 P2 DO 00 53 I4.0' U'-e' PRE i f115 b I E. I XA Ib9 1 TABLE No. 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" RECESS DOOR HEADER LINTEL ENGTH CLEAR SPAN LINTEL TYPE LNTEL STEEL UAFILLED GRAVTY OPACITY GRAVITY CAPACITY nML rent GRAVtt CAPACITY nraL nnu UPLIFT CAPACITY ill's, lift UPLIR CAPACITY nnL r1n11 BOTTOM BAR TOP BAR 3-8 24 FRECOST 1 (2) ill -1 1 1 WI bar 234 234 4'-0. 2'4' PRECAST 1 (Wry 1 ev+ 151 425 N]5 563 I%3 4'-]' T-10' PRECAST 1 (Dry 1 (Wry 1 No 1320 No ❑5 ills 4'4 V-0' CAST (2)R f2)5 %3 p3o U% INS 15% 4'4 T-4' PRECAST (Wry !Wry 5% MI OBI B% 5% 6'4 414' FR.CA9i l3)9 f3) 59B No I No ROD I oll 8'-8' S'4' PRECAST ft)'4 ()ry Y-,0 693 be 6% l90 T-B' 6'-4' CART /1Y4 Wry 315 SOB %B 499 641 B'-8' T-4' T !W •4 (Wry 316 4Ptl 4E0 315E E46 V.0' B'-4' RECAST (W'd fW 2t9 n0 415 2911 412 25. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3. MASONRY: 3.1. DESIGN AND CONSTRUCTION SHALL CONFORT'1 TO THE SPECIFICATION OF THE NATIONAL CONCRETE MASONRY ASSOCIATION AND ACI 530-06 32. MINIMUM MASONRY UNIT STRENGTH: FM 1500 P51. 33. MORTAR SHALL BE TYPE 5. 4. STRUCTURAL: 4.1. SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 6' (WITH A MINIMUM ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTION R606.I4 OR FLORIDA BUILDING CODE RESIDENTIAL, ETH EDITION (2014), SECTION 2104.15 71�3 r-(1) /8 CONTINUOUS 316 / /---8"X16' KNOCKOUT BLOCK TOP BARS: :y SEE SCHEDULE (1) #5 CONTINUOUS 7 /,32' STIRRUPS AT 4'-0" cc (hED OR WELDED) BOTTOM BAR SEE SCHEDULE (PRECAST) 8/16-S-0) #5/(1) #5 PRECAST I� (1) #5 CONTINUOUS 3D, / x­8"X16" KNOCKOUT BLOCK 000 PSI GROUT TOP BARS: SEE SCHEDULE 11' I (1) #5 CONTINUOUS 7/3"2 STIRRUPS AT 4'-0" cc _ (TIEDOR WELDED) (2) STRANDS 7/16"-- 7 WARE STRESS RELIEVED 270kal PRESTRESSED CABLE 8/16-S-(1) #5A,) #5 PRESTRESSED 3��" 3 6' 32' 3.9s- TABLE No. 6 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 32" COMPOSITE LINTELS LMiEL LINSIN CLEAR SPAN LNTEL TYRE LNTEL 5TEEL GRAvItt CAPACITY (0ML (IMU GRAVITY CAPACITY (InL of UPLIFT CAPACITY em- (IMU UPLIFT CAPACM t^L (1MU BOTTOM BAR TOP BAR 1-b' 1'-6' FREC T 0000 b0� MAID 3' -W Ill. PECA5T SON SASS 0 10om a'-1. 1'-1. RECAST (21ry 9213 =0 WOM 10000 3'-1. PRECAST ry 12)1 6940 i6moo imo woo 4'-B' 3'-4' PRECAST 7 ()ry 6364 IE0o0 10000 10000 5'-4' 41.1. FR-cCA5T 3 (2)ry me 10000 %19 I e 5'-10' 4'-6' PRECAST 5 f1)ry 054S alme 1916 bme0 6'-4' S 0' PRECAST 4 (Wry 1=0 I0000 6579 ANNI, 6-V 5.2- CABi �14 (2)1 10000 Cols. b55 IONIC b-e' 5.4' PRECAST Fq f21ry 0000163 e 5011 10000 16• 6-1. PRECAST N (Wry 5%1 CD 4465 Salo 1-V 6-4' PRECAST 4 (vry et2 9 4140 &F91 -B' PRECAST 9S.A. 1'-0'PIREC 7 4 (Wry 619409'4' B'-0' PRECA9i N 51933 2111 5501V-6' 9-2' PRECAST 4 (2)Is 40%3 2en4 420 II 4' b-o' PEWIT 5 (1)9 4221 1763 3593 b-1.PRECAST 5 n)'0 3119 545 3110 1'-2' PRECAST 5 MIS 342 141113-4' 12-0' PRECAST 5 (1)5 l9%812I84-0' 12-8' PRECAST (2)9 1T31 10% 22604-S' ei PR STRESSED _ M 3231 1491484IS'-4' 4.0' PESTRE9%D 4.(Wry oSse Sean-4' W-V F#9TRE%ED _N (Wry19-4'. IB-V PRESTRESSED 9 (2)5 IBC 42b I844 1'-0' S'-8' S. 1115 160 1 ass 311 1 0' PREB7RE66� 'S - •.5 (219I 1413 I 4 3 348 9 lY-0' 10 8' PRESTRESSED (11A BBe 311 1A'-0' 2� -B' FREBifEESED - ra (1)91 1147-t 141 I 114 549 TABLE No 8 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14" COMPOSITE LINTELS LB)1P,1. Tj-%'g J GEAR BAN LINTEL TYPE LNTEL STEEL GRAVITT CAPACITY rant nnu GRAVITY CAPACITY (In-elt UPIFF CAPACITY CIF. III UPLIFT CAPACITY (IMLf2MU WTWBAR TOPBAR v rcASr rW ry 5 0000 l SO-SO 2-2' LAST l9)ry tz)ry Y 5014 b02s BCOo 0i 4-0' 1.e. PRECAST (2)§ 3651 10960 1440 10000 s 1' PRECAST F-)ry -)q j5 ':)9 N y f2)ry P41 1011 %11 W28 b8' 3-4' PRECAST (1)ry 1619 WSI 550 1216 4-0' FRELAS (Wry 4111 4411 3169 4830 5 b' 4.6' PRECAS (Wry 3344 3564 3AN 3%5 6-4' 5-0' PRECAST;4 (Wry 303E 303E ]539 326 64-b' 5'-2' PRECAST 2%I 20 2393 Pine PRECAST (2) 21% 213E 2259 2895 t 6 6 1' PRECAST "4. 4' 4 (Wry 1193 1 2193 1119 1309 6-4- PRECAST 2100fsua 1645 22n 5`.a,' 6-B' PRECAST 1Wl 14U M56 PRECAST 4 IND I%3 1so a-0' PRECAST 4 µ 5 (Wry 6111054 5511 9'-r LAST (2)12 U65 ell 1324 II'-4 b4' PRECA9i INIDS 616 IIBI 12'-0' 1&1 PRECAST - ..9 (2)5 047 5' [bell Q'4' II'-2. FRICAST JS f 9% 541 05 B'4' Q'a` RECAST , 5 MIS 902 465 135 N'-0` PB gECA9T - )5 (2)9 842 44 _%B TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14" RECESS DOOR HEADER LINTEL JNGTH CtE4R SPAN LNTEL PIPE LINTEL STEEL Saim SAR TOP BAR GRAvItt CAPACITY (AlOft GR4vitt CAPACITY eAL(IMU UPLIFT CAPAOTT (InLOt UPLIP CAPACitt fln.(2ft S,S 2'4' T 450 10000 ses Silica 4'-0' 2'4' PRECAST 0 (2)12 %51 11 1440 b00e 4'4' 2'40' PRECAST f3 (2)12 Sam S256 6143 bCDO 4'1' V-9 PRECAST _ C) `2 3098 Does 613E 9568 4'-6' V- PRECAST ( (Wry 255 E23[ 600 1116 5'-B' 4'-4' PRE MT f (2 3514 3810 3211 1041 6'-W 5'V PRECAST f ( 2130 2139 2259 2895 l'-V W PRECAST U 21a8 2168 11 22A 8'4 T=4' PRECAST 1009 1110 U41 rea, 9'-9' B'-4' PRECAST 1)'U _ 516 u36 9l4 V0 3B" 8/14-S-0) #5/(1) #5 3a' 3 13/16' 3j' -r 9 g , N ' •tY • i t•• '« u A R C H IT E C T S Design Grou irit 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774.6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 u�punn ��o ee0emo� E 8 .0 M L SVBDIV. ac LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00-00 PROJECT#: 02784.000/00008 PAGES: LINTEL LOADS & DETAILS 160 MPH EXP. C 5 I3A6' DATE: 6 /12 /18 SCALE: 1/41f=11-0'1 S-(1) #5A1) #5 SHEET 3. 1 OF C) SQ.FT. CALC.'S 1ST FLR. LIVING GARAGE 1,452 3cJ3 SQ, FT, SQ. FT. TOTAL LIVING ENTRY LANAI 1,645 19 SO SQ. FT. SQ. FT. SQ, FT, TOTAL 1,944 SQ. FT. CUBIC VOLUME LIVING 12032 SQ. FT. EXTERIOR MASONRY WALL BRG. HEIGHTS 8' 8' BRG. LOAD 5%. WALL NON-BRG.WALL OObWONENT AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND GUSTS i OUTAGE WINJDFL SIZECALL ZONE 160 Af'H Wm F DE3 GNAATION NTH �R 1 112 16'-01 X 11-0' 1132' 84' 5 26.09/ -44.03 OHGD 2 20 30b8 DF, 36' 80, 4 30.64/ -30b4 3 I1 25-SH 38' 63' 4 3231/ -42 62 EGRESS 4 11 E2�PS 38, (03, 4 3231/ -42b2 5 42 5068 SGD 14' 80' 5 26.14/ -5109 6 11 25-SH 38, (03, 4 3231/ -42.62 1 11 B-SH 38, (03, 4 3231/ -42.62 8 11 B-SH 38, 63, 5 30.64/ -51,15 EGRESS 9 11 25-SH 38, (03, 5 30.64/ -51.15 EGRESS WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=124 MPH B. INTERNAL PRESSURE COEMCENT=+ .IS C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0.6, TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. �\/ -%/ �/ v v v v v v v v Rs 2xb U s 16' O.C. CABINET SECTION a a ►r NWI-M 10'-0" 30'-01, — — — — — — — — — LANAI - c0-10" 14'-2" I I r- I O I HB O O O 5068 SGD 25_Sµ 25-SH EGRESS GKS ■ • ■-■ ■ • ----- ■-■—■ • ■ ■ ri I n Rl iC w I GREAT ROOM DINING I 14'-O'xl9'-4' g O ■ 10'-0'x9'-0' 8'-8' CLG. a, -a, CLG. I I OWNER'S SUITE 14'-O'xl3'-4' 16'-2" 8'-a, CLG. i O 0101 a I S HOWER HEAD e V-V AFF. OI II m KITCHEN I I A C ? R Al i m i 3' 0 s a •9 e'-e' CLG i 2'-S" 3' 2° I 5' 10" 4' S" 3' 6" 4'-4" zd 5' 2" r 0 U- C AD OUT WALL @_ x 3' -0 v = 12 AFF. cp 0 i .� �" i OPT. m - ■ ------ i REF. ul 3-SH a a 2x8 V SHOWER HEAD L- - .. a I ; �I W.I.C. 0. BATH ■ 6 V-8' AFF• `" I i I a' -a' cLG BEDROOM 3 1 �8'0' �� � r.36'z22' 1 BOLLA O - ��o Ex- `-'`�LJ - iA I I � coND. O ■ c4 = ACCESS �w a 1'-4" 3'-10" 5'-6 4'-8" 3'-6" — 1' 8" O C t 3-0 BF. -- FOYER I R/Tuj� iRAG.i EA �6 2-6 L---J I a ------- IR ISH 2-CAR GARAGE ■ — — • • 18'-O'x2O'-O' 0 �, M.T. 8'-8' CLG. N O ELECTRICAL - n PANEL _/ENTRY PAD -OUT _ 8'-8' CLG. 13'-2" 2'-10" ----- ■ ■ I STRUCK BLOCK HE, BEDROOM 2 m I= ® GA71WALL 12'-0'x10'-0' v a' -a' CLG. I � IV-0' X 1'-O' OHGD O ■ �---w• ■- --■ s•• ■■■ )25-SH EGRESS S'-0" 8'-0" 2'-4" 2'-4" -8" 6'-0" 6-01, 4'-8" 40' -0" FL PLAN SCALE. 1/4 = I'-0' ELEVATION "A' A R C H I T E C T S Des -in Groupp Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL32750 PH: 407-774-6078 FAX:407-7744078 www.abdesigngroup.com AA #: 0003325 F N 2 0 0 F V 0. ti W A Q 1q S q ti b co A 0 h v a o N or m SvsDIV. T LOTOAKLALAK (LOT 8) MODEL: 1452 xxxoo-00 PROJECT#: 02784.000/00008 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA ROLAND A ABOUCRACRA AR NO 933723 go DATE: 6 /2 9 /18 S C ALE: 1 /4"=1' — O" SHEET 4 OF 0 JUL 10 2018 A R C H I T E C T S SQ.FT. CALC.'S 1ST FLR. LIVING GARAGE 1,452 3153 SQ. FT, SQ. FT. TOTAL LIVING ENTRY LANAI 1,645 IS 80 SQ. FT, SQ. FT. SQ. FT. TOTAL 1,544 50. FT. CUBIC VOLUME LIVINGS 12,632 SQ. FT. EXTERIOR MASONRY WALL BRCS. HEIGHTS 8'-V BRCS........ LOAD 5%. WALL NON -BRCS. WALL COMPONBfr AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND GUSTS DESIGNATION WINJDR S� 180 MPH WIND WDTH HEQHT20NE M ib OHXCxDI 0� 192' 84'5 2609/ -4403 3068 DR. 36' 80' 4 30.64/ -30.64 3 11 25-SH 38' 63, 4 32.31/ -42b2 EGRESS 4 11 E�S 38' 63, 4 32.31/ -42.62 5 42 5068 SSE) 14' 80' 5 26.14/ -51.09 b Il 25-6141 38' 63, 4 3231/ -421o2 l Il 25-61-1 38, 63' 4 32.31/ -42b2 8 Il 38, 63' 5 30.64/ -51.15 EGRESS EGRESS 9 Il 25-SH 38' 63, 5 30b4/ -51.15 EGRESS WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VA5D=124 MPH E3. INTERNAL PRESSURE COEFFICENT=+ .18 C. RISK CATEGORY -TYPE 11 EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, 6TIH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0.6 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: I. PRIOR TO DRYWALL INSTALLATION ON ALL FRAMING MEMBERS 2'-0' FROM THE FIN:6H FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERMITE TREATED SPRAY 2x6 U s 16, or - ,CABINET SECTION Q 10'-0" 301_01, I i _O, ■— — — — — — — — — LALNAI I a' -a' CLG. I p c0 Q I 51_g11 1 1'-8" 0'-10" 14'-2" 31_7„ 1 cfl r I I r I I 5 O HB O O O 5068 SCsD I 25-BH 25-SH EGRESS � m I R/TIC " Lu I GREAT ROOM O DINING I 14'-0'xIV-4' ■ IO'-O'x9'-O' I a' -a' CLG. 8'-8' CL6. OWNER'S SUITE xl3'-4' � 16'-2" CLG. - oX � i I I _\�yl OUER HEAD 10110 ri 1 0 V-V AFF. 0 m ■ KITCHEN I A ■ i 3' 2" I' lO" 2' S" 3' 2" I 5' 10" 4' S" 3'-6" 4' 4" 5' 2" 2, 8„ AD OUT WALL c0 M XFOFT. V32 m-_____ REF.ec� vIII I A/C I s LL 0 rn m 2X8 i r v SHOWER HEAD i _ ■ e b 8 AFF. e I III wI itl I II - I I W.I.C. 0. BATH _ 8 6' G. G- � '- ' c a s LCs� _ m i - N V q- TUB l iIii �_ I �;; — ��—� ■ n N IR-ISH BEDROOM 3 + 2-8 W/H O O a co u F F 36'x22' 1 I I BOLLA COND. O N ■ as � ACCESS L---� N N�&�> � -4 5'® 4'-8" 3'-6" — �' 8" 7' 6" O 3-0 BF. _-C R/T FOYER U I� 3 06e 87-8' cm N 2'6 I 2-CAR GARAGE iR-TSH ■ ■ ■ 18'-O'x2O'-0' 0 p - - M.T. a' -a' cLG. N 2 O ELECTRICAL m PANEL ENTRY PAD -Our a' -a' CLGL 3' 2" 2'-10" ----- ry STRUCK BLOCK HB ■ m I ® GARAGE WALL + BEDROOM 2 12'-O'xl0'-0' e'-a' cLG. r I I � Y 1 O 1 16'-0' X T-0' OHGD ■ ■-----^■ --■�■rw — — — — — — — — — — — — — IN O25-SH EGRESS 8'-0" S'-0" 2'-4" 2'-4" 8" 16'-01, 8" 16'-0" 4'-8° 40'-0° Ilk FLOOR PLAN SCALE: 1/4 = 1'-0' ELEVATION "A' BM vm Design Group`Inc. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �nmmn E 8 cd O SUBDIV. 8e LOT: OAKLAND LAKE (LOT 8) MODEL,,. 1452 xxxoo-00 PROJECT#: 02784.000/00008 PAGE: FLOOR PLAN 160 MPH EXP. C DATE: 6 /12 /18 SCALE: 1/4"=1'—O" SHEET 4 OF 8'-S" BRCS. HCzT.� 1'-0" 6'-8" NDR. HCzT.� 6' W. SCORED LINE (7YP)— TEXTURED CEMENTIOUS COATING PER (ASTM C926)l7YP)— 0'-0" FIN. FLR..j, 12 5t�> (TYR) ■ ■ ICI I�II�II I 1 1 ICI ICI ICI ICI F� NIT ELEVATION SCALE: 1/4 = I'-0' ELEVATION 'A' 3'-8" ERG. HGT. 6'-S' HDR. HGT-h - 0'-0' FIN. FLR. a'-S" BRCS. HGT. 1'- 6'-S" HDR. HCsT. 0'-0" FIN. FLR. SCORED LINE (TYR) �:'z - 0(5'-a" BRCS. HGT. 8'-&" BRGx HGT, 1'-0 " `ro'-S" HDR. HGT. TEXTURED CEMENTIOUS COATING PER (ASTM C926)(TYR) ,iO'-0" FIN. FLR. 12 j 5�— OFF-RIDCsE VENT ATTIC VENT CALCS EA OF ATTIC 1864SQ.FI. NET FREE VENTILATION AREA REQUIRED (1/300) 6.21 SQ.n REQUIRED VENTILATION AREA (6.21 x 144) 894.7 SQ.IN. MIN, REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 x 894.7) 447.4 SQ.IN. OFF RIDGE VENTILATION AREA 115 SQ.IN./VM SOFFIT VENT VENTILATION PER LF 11.74 SQ.IN./LF TOTAL # OF VENTS REQUIRED 3B9 TOTAL # OF VENTS PROVIDED 4 REQUIRED SQIN VENTILATION IN TOP OF ROOF 447 SQ.IK. REQUIRED LF OF SOFFIT VENTILATION 39 LF PROVIDED LF OF SOFFIT VENTILATION 187 1 LF i BRG. HGT. ' ii HDR. HGT - — - — - — - — - ----- - TEXTURED CEMENTIOUS COATING PER (ASTM C926)(TYP)� ------- — - — - — - — - — - — - — - — - — - �-8" HDR. HCsT. - _ q 0'-0" FIN. FLR. - - `r - ii FIN. FLR. - 00'-0" REAR ELEVATION SCALE: 1/4 = 1'-0' ELEVATION 'A" 5 OFF -RIDGE VENT 5 BRCS. HGT. -0" _---_ F-1 _—_—_--_- OPEN \—TEXTURED CEMENTIOU5 COATING PER (ASTM C926)(T1'P)—\ LEFT ELEVATION ATI N SCALE: 1/4 = I'-0' ELEVATION 'A' OFF -RIDGE VENT OFF-RIDGE VENT TEXTURED CEMENTIOUS 01, COATING PER (ASTM —7r__ C926)(TYP)----\ -- ry------------------------------ RIGHT ELEVATION SCALE: 1/4 = I'-0' ELEVATION 'A' (TYR) 12 5 -0" FIN. FLR. -S" BRG. HG7. -0" NDR. kGT. _ _4 oO'-O" FIN. FLR. A R C H I T E C T S 4Design Grouifinc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774,4078 www.abdesigngroup.com AA #: 0003325 E 8 E O .0 SVBDIV. 8e LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 xxxoo-00 PROJECT#: 02784.000/00008 PAGE: ELEVATIONS 160 MPH EXP. C DATE: 6 /12 /18 SCALE: 1/4"=1'-O" SHEET 5 OF A R C H I T E C T S CONNECTOR SCHEDUL1E GVNIKVLVAt�_�—o SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER META-I6 1450 HTA 16-IB 1400 (1) IOd x I Irz' -PLY, (6) 16d 2-PLY, (USE: <I0) IOd X I/2' - NO 16d OPTION) (2) META-16 1985 (2) HTA Ib-S 2500 (10) 106 x 1 1/2' I -PLY, (USE (10) IOd x 1 V29 I900 (14) 16d 2-PLY (U5P: NO Ibd OPTION) HE1A-16 IBIO LTA I6 1&15 (9) 106 .1 IQ' I -PLY, (5) 16d 2-PLT USP: 00) 10d x 1 1/2', NO 16d OPTION HETA-20 1510 HTA 20 ISIS (4) IOd x I Irz' -PLY, (8) Ibd 2-PLY USE: (0) 106 x 1 1/2', NO Sd OPTION }. Elf HETA-20 2055 (2) HTA-20 3110 (10) 106 x 1 1/2' I -PLY USE: (10) 106 x 1 1/2' 2500 2500 (12) Ibd 2-PLT (USP: NO Ibd OPTION) z LGT-2 2B0 LWT-1 IS15 (V - I/4' x 2 1/4' TITEN, 2 PLY (USP: BLK (5) 1/4' We, WOOD (16) Od O DETAL-20 NO 46P CONVERSION FOR 81MP50N DETAL RO (IB) - 106 x I/1, PLY Q MGT MUGT 4000 (1)5/&' AS.R IN HIGH STRENGTH EPDXY (MIN. 12" EMBED) (22) 10d TO WOOD (UBP: (28) 10d TO WOOD) HGT 2 HI S365 (2) 3/4' A.T.R. IN HIGH STRENGTH EPDXY (MIN. IT EMBED), (16) 1Od TO WOOD NSP: WOOD (e) 10d) HGT-3 HUGT-3 93" (2) 3/4' ATR IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), 06) 10d TO WOOD (USE WOOD (5) ICE) LGT3-6D62.5 Mp�ERrP�ENDICULAR LUST-3 5530 02) BIDS 1/4°.X2. IQ' TO GIRDER (4).3/5' x 5' TITEN HD TO WALL (USP: GONG (4) 3/8' k 5' WEDGE BOLT, WOOD f121 WS25) LTA2 L TO. WALL ICULAR TO LPTA B55 !10) 10d x 1-1/l' (USP: (10) lI x I Irz' VGT NO "' CONVERSION FOR SIMP90N VGT (U 5/5" A,TR. IN HISH STRENGTH EPDXY (MIN. 12' EMBED), (I6)-9DS I/4"X3' TO WOOD (2) vGT NO USP CONVERSION FOR 5IMPSON (2) VGT). (2) 5/0' A.TR IN HIGH STRENGTH EPDXY (MIN, 12' EMBED), (32)-SD8 1/4'X3' / 2 FLY MTS-12 1000 MTW 12 1595 (14) 106 x I IR' (USP: (14) 1Od x 1 1/2', (14) ICA) HT6-I& 1150 HTW I6 16&0 ll6) 10d x I/2' (USP: (I6) 10d x I/2', (I6) 10d) HTB-20 1450 HTW 20 2045 (24) 1Od x 1 1/T (U5P: (24) 1Od x 1 1/2', (20) 106) HT6-24 1450 HTW 24 2045 (24) 10d x 11Q' (USP: (24J 10d x/2°, (20) 10d) L6TA-12 ♦ 525. LSTA 12 910 (10) IOd USE; (10) 10d L5TA-I5 ++ 1235 L9TA 15 1560 (14) 10d U5P: (14) IOd MSTA-15 « '315 MSTA-IB Be (14) 10d USE: ll4) 10d M6TA-24 ♦+ 1b40 MSTA-24 IT50 (IS) 1Od USE; (Ie) 10d Ln 0- MSTA-30 ♦+ 2050 MSTA-30 2140 (22) IOd USE: (22) IOd Q HSTA-36 + 2050 MSTA-36 2525 (26)IOd USE: e2b)IOd H M5TI-36 KSTI 245 (36)1Od x1Irz" WSP1 (36)led xIlR' (n M5TI-48 5065 5065 KT01248 4250 4250 (48110d xIIR" USE: (48)10d xIIIU' HIS 950 LFTA 6 1595 (6) &d TO PLATE&, (6) 56 TO STUDS (USP: (16) 5d x 1 1/2', (16) 5d) SPA BOB SET 4 545 (6) IOd x 1 1/2' TO STUDS USP; (6) 106 x I Irz' TO 5TUD5 A34 395 MP 34 410 (4) Bd x I Irz' TO BEAM, (4) Sd x 1 1/2' TO POST. USE (4) 8d x 1 1/2' TO BEAM, (4) 8d x 1 ITT TO POST. HOP2 645 HHOP 2 1010 (12) IOd x I la, USP: (10) 10d x 1 I1 TO TRUSS 00110d X 1 1/2' TO PLATE H10A 1340 RT I•A 2100 (I6) 10d x III USE; (9) 10d x I IR' TO TRU89, (e) i0d X I I/2' TO PLATE VGT 4 HDU4 4565 PHD 4A 4535 (16)-5D6 I/4 xV TO WOOD, (10)-BD9 1/4'x2 I/2' W/ THREADED ROD, (2) NU75N1ASHER/2 PLY USP: 5/5' ATR MIN. T' EMBED SET IN HIGH STRENGTH EPDXY, 60) WSW WOOD SCREWS VGT 4 HDTB 4940 TDX 10 5110 (16)-6D6 I/4'x3' TO WOOD, (3)-3/4' STUD BOLTS W/ THREADED ROD, /2) NUT9AUA6HERRPLY UBP: T/&' ATR MIN. T' EMBED SET IN HIGH STRENGTH EPDXY (4) 1/8' THRU-BOLTS AM 44 2200 6665 PAU 44 2535 6175 (U 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T" EMBED.) IN COND, (12) 16d TO WOOD USP: SAME A6 SIMPSON ABU 66 2300 12000 PAU 66 2535 13615 (1)5/8^ ATR. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN CONIC., (12)16d TO WOOD USP: SAME AS SIMP50N LTTI9 ♦♦ 1340 LTS 19 1205 el) 3/4' A.T.R.SP: IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN GONG, (8)106 TO WOOD USAME AS SIMPSON DC O LT7205 +++ 1500 LTS 20B 1105 (V Irz' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T" EMBED,) IN CONC, (ICA06 TO WOOD USP:. 3/4' ATR MIN T EMBED SET IN HIGH STRENGTH EPDXY, (10) 10d, (10) IOC x 11/2', 2-11 = () HTT4 4459 HTT45 4465 (U 5/6' A.TR IN HIGH STRENGTH EPDXY (MIN. Y EMBED,) IN CONC„ (15) SO'10 X I lq' (USE, (20) 166 X 2-129 ( ) 11 x 1-IR' f20) Ibd x 2 1/2' UBP HAS MORE NAIL OPTIONS: 20 , z Q HTT5. 5090 H7745 5430 H E OX US H A.T.R. E HIGH STRENGTH EPDXY (MIN. T° EMBED) IN CONG., n' Ibtl X 2 IR' (USE: (20) Ibd k 2-IR7 USP HAS MORE NAIL OPTIONS: (28) 10d (20) Imd x I -la', f20116d x 2 Irz' HHDQII-SDS 2,9+ HDTB M,5LA 306/1125 11510 &645 3415 5330 UPND 11 TDX 10 NFM35Xl2U 12090 5110 3165 7I30 <I) I' A.T.R. IN HIGH STRENGTH EPDXY, (MIN 10 EMBED) IN Ca C, (24) BIDS Y' x 2)P WODO SCREWS (USE: (24)1WS3 WOOD SCREWS) !V T/0' A.Z. IN HIGH STRENGTH EPDXY, (MIN- T' EMBED.) IN CONC., (3) 3/4' STUD BOLTS TO WOOD (USE: (4) TAB' BOLTS) SIMPSON; (U 3/4' A.TR IN HIGH STRENGTH EPDXY, (MIN. 616' EMBEDMENT) IN CMD, TOP, (U 3/4' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 6.15" EMBEDMENT) IN CM. FACE, (I8)10d TO BEAM USE: (1) IQ' J-BOLT W/ MINIMUM 6: EMBED. a NOT LESS THAN 4' FROM EDGE OF CONIC W/ 3/4' DIA 1% RAMSET/REDHEAD DYNA BOLT SLEEVE ANCHOR OR Ea W/ MIN. 5' EMBED DEPTH INSTALLED IN THE FACE. W ()' HUSC412 (WOOD) 3635 2660 (FLR) HUS4121F 3060 2530 (FLR) (10) 166 TO HEADER (10) 11 TO 11lOOP USE; SAME AS SIMPSON 3265 (ROOF) 3225 (ROO'E) z HUC410 (DMO) 1810 5085 HDAIO IF 1909 SITS (18) I/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU (10J 10d TO WOOD: (USP: 08) I/4' X 3' WS3 SCREWS (10) 10d TO WOOD. Q HUC210-2 (CMU) IBIID 5ID85 HD110-21F 9905 31"15 (ib) I/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU. (10) 10d TO WOOD: (USE: (IB) I/4' x 3' W63 SCREWS, (10) 10d TO WOOD HUC210-3 IOMu) 1510 4000 HD21O-31F 1905 SITS (IB) I/4 x 2-3/4' TITEN (9 PER FLANGE) TO CMJ, (10) 10d TO WOOD: (USP: (18J 1/4' x 3' W53 SCREWS, (10) 106 TO WOOD LGUM26-2-SDS 1430 5595 No USP CONVERSION FOR SMPSCN LGUM26 2-§75 (4) 3/5' x 4' TITEN HD ANCHORS (2 PER FLAT TO CMU, (4) I/4' X 2 I!1' 8DS BCRELLl9 TO WOOD HIGH STRENGTH EPDXY = 511 'SET EPDXY -TIE^. CONTACT THE ARCHI TECT/ENG-INEER OF RECC51E'0 FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR SIMILAR EPDXY PRODUCTS OR USP - CIA ADHESIVE ANCHORING SYSTEMS. + WHERE ANCHOR EMBEDMENT 15 GREATER THAN TDEEP, THE VERTICAL CELL IN G.M.U. WALL MUST BE FILLED SOLID w/ GROUT. ++ 10d COMMON NAILS CAN BE SUBSTITUTED WITH 10o x I /2' NAIL9 IN CONJUNCTION WITH A 23% RE®00TION IN THE ALLOWABLE LOAD. WRITTEN APPROVAL FROM THE ARCHITECT IS REQUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION. cn +++ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5', MINIMUM EMBEDMENT INTO TH9 FOUNDATION WILL BE T' W H ATR = A-301 ALL THREAD ROD (SIZE, PROTECTION TYPE, LENGTH, ETC. VARIES) OBECAUSE OF THE UIDE VARIETY OF MATERIALS, LOCATIONS, AND CONDITIONS THAT MAY AFFECT CONNECTORS THE CONTRACTOR MUST BE RESPONSIBLE FOR MAKING SURE THAT THE PROPER CORROSION PROTECTION 15 USED. '-HEN USING 57AINLES5 STEEL CONNECTORS, USE 5TAINLE55 STEEL FASTENERS, WHEN 151NG ZMAX / HDG GALVANIZED CONNECTORS, UBE FASTENERS GALYANZED PER A5TM-AI53 USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL BASIS AND MUST HAVE WRIT7CN APPROVAL FROM THE ARCHITECT/ENGINEER OF RECORD PRIOR TO USE, ALL CONNECTOR VALUES BASED ON SIMPSON 'WOOD CONSTRUCTION CONNECTORS 0-2013' , 'HIGH WIND -RESISTANT CONSTRUCTION C-HW09, AND ANCHORING a FASTENING SYSTEMS FOR CONCRETE 17 SONRY CATALOG LSAs_2012. (tj EXTERIOR MASONRY WALL BRCS. HE*HT5 S' S' BRCS. LOAD5R3. WALL ® NON -BD MINIMUM WAND ESDER TREQUIREMENTS MAXIMUM HEADER SPAN (ft.) UP TO W-0' TO V-0' UN.O. 4'-II 1/2' -V-II 1/2, AND UP NUMBER OF HEADER STUDS SUPPORTING END OF HEADER 1 2 3 NUMBER OF RILL LENGTH STUDS 2 AT EACH END OF HEADER I 3 FRAMING NOTES: 1. HURRICANE STRAPS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR EQUAL, U.N.O. 2. TYPICAL HURRICANE STRAPS ARE AS FOLLOWS, U.N.O: • TRUSS TO MASONRY/CONCRETE SHALL BE META-16 • FLOOR JOIST TO MASONRY/CONCRETE SHALL BE HETA-16 AT EACH END AND 32" ON CENTER ON JOISTS PARALLEL TO WALL. • TRUSS TO BEARING WOOD FRAMING SHALL BE MTS-12 3. TRUSS TO TRUSS CONNECTIONS AND HANGERS SHALL BE DESIGNED AND SUPPLIED BY TRUSS MANUFACTURER. 4. REFER TO TRUSS MANUFACTURER'S SIGNED AND SEALED DRAWINGS FOR LOCATIONS, PROFILE, AND SIZE OF ROOF/FLOOR TRUSSES. 5. HEADER SPAN CHART & MIN, WALL & HDR. STUD REQUIREMENTS ARE STD. U.N.O.ON FRAMING PLAN. 6. CONT. STRUCTURAL SHEATHING TO BTM. OF FLR. TRUSS/BEAM MUST NOT BREAK 1'-4" MIN. FROM 2ND. FLR. LINE 1z, J2 n u ° J2 I I I I I L2CG LI LI JI — — _ ■ n it ■ ■ u — ° ■ ■ ii ■ JI —il VS,4 �� flll IC II J3 4� I v� u u u n n u u u u u u u n J3 ii V4 ii �� la II II II II II II II I II I I _ _ _ J5 __ u u u n u u n u n u u u J5 Is ASCsL (2) META-16 - — - — - — (2) META-Iro Al I I I I I I oX yA �e-------- _- uE A5-- Fu I I I �0 A4 O • / 1_/T II 61_�II 61_�II 4Al 1-0" KJ'-y/II _/f II ■ tY� A3 0@ I I I I I A2 = _ QU Z - d� A3 44 A5 ATTIC ACCESS Al A >} > > > i Ix4 BTM. CHORD BRAGINCs t - i _ _ice 12' O.G. MAX., SECURED W/ BI GI — — — — — — — _ ■ — _ — _ — — jk (2)10d COMMON NAILS e u u EACH CHORD INTERSECTION cl =___—� _ _ = -{ -- -- (TYP) 62 ti C2 C3137. --- �e F y� 11 J4 J4 ■ J4 n u u u u n u u u n J4 J2 J2 II II I I J2 i _ — ° — iI n — _ n ii n _ — il— a J2 —A-4t — It ILL ROOF FRAMING PLAN. SCALE: V4 1'-0" ELEVATION 'A' Design Grou Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r— E 8 cd SUBDIV. & LOT: OAKLAND LAKE (LOT 8) MO DEL: 1452 XXX00— 00 PROJECT*: 02784.000/00008 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C DATE: E 8 cd SUBDIV. & LOT: OAKLAND LAKE (LOT 8) MO DEL: 1452 XXX00— 00 PROJECT*: 02784.000/00008 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C DATE: 6 /12 /18 SCALE: 1 /4"=1' — O" SHEET 6 or ELECTRICAL LEGEND 5YM50L DEFINITION NOTE5 IIOV DUPLEX RECEPTACLE IIOVFLOOR ® MOUNTED DUPLEX RECEPTACLE IIOV SWITCHED BOTTOM HALF SWITCHED DUPLEX RECEPTACLE IIOV GFI DUPLEX EMIPPED W/ GROW FAULT MTEF31P1ER(TAMPER RESISTANT CFI RECEPTACLE ® 220V RECEPTACLE 4 WIRE C 4 ECTION IIOV DUPLEX EQUIPPED W/ GROUND FALT �I RECEPTACLE NTEF TER /6EatR PROOF) SWITCH 3-WAY SWITCH d 4-WAY SWITCH LIGHT FIXTURE - WALL MOUNT LIGHT FIXTURE - CEILING MOUNT LIGHT FIXTURE - RECESSED LIGHT FIXTURE - HANGING LIGHT FIXTURE - CEILING MOUNT LED LIGHT FIXTURE - FULL CHAIN LIGHT FIXTURE -KEYLESS LIGHT FIXTURE -VAPOR PROOF �( LIGHT FIXTURE - PENDANT EXHAUST FAN MOTOR LIGHT STRIP LIGHT FIXTURE - FLUORESCENT LIGHT FIXTURE - UG UNDER CABINET — LOW VOLTAGE PANEL PANEL METER SD SMOKE GATT. BACK-UP W/ HARDWIRE DETECTOR INTERCONNECTED CO CARBON MONOXIDE GATT. BACK-UP W/ HARDWIRE DETECTOR NTERCONNECTED CEILING BOX REQUIRED TO BE O J BOX SUPPORTED IN ACCORDANCE W1 BOX MAWFD AS SUCH FOR INSPECTION FLOOD LIGHT DC DOOR CHIMES ry TELEVISION JACK TELEPHONE JACK 4 GAS OUTLET LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE#D2) HOUSE PLAN: 1452 LOAD INFORMATION VA 1452 SQ.FT. GENERAL LIGHTING X (3) = VA PER SQ.FT. 4,356 (2) 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA. 3000 (1) LAUNDRY CIRCUIT AT 3000 (1) RANGE AT NAME PLATE RATING OR COOKTOP/OVEN 12000 (1) WATER HEATER 9000 (1) DISHWASHER 4000 (1) CLOTHES DRYER 10000 (1) DISPOSAL (1/3 HP) 246 SUBTOTAL OF GENERAL LOAD 46,602 FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 REMAINDER OF GENERAL LOAD 0 40%= 35,602 VA x (.4) 14,241 TOTAL NET GENERAL LOAD 24,241 5-TON HEAT PUMP#1 30 AMP X (240 VA) = 7200 5-KW ELECTRIC HEAT 5000 VA x (65%) 3250 NET GENERAL LOADI 24,241 NET TOTAL HEATI 10,450 TOTAL LOADI 34.691 CALCULATED LOAD FOR SERVICE 34,691 VA / 240 V= 144.55 200 AMP SERVICE LANAI FAN/CEILING PRE -WIRE 1 1 WP TRANSFORMER SAW. 80kVA VOLTAGE: 1620/13200-240/480V SERVICE: SINGLE PHASE TYPE: UNDERGROUND AVAILABLE INITIAL SYMMETRICAL FAULT CIRCUIT AT SECONDARY BIDES (120/240 VOLTS) MAXIMUM FAULT CURRENT: IWW amps POWER COMPANY TRANSFORMER SERVICE BY OTHERS (3) • 1 THHWTHWN COPPER CONDUCTORS, lU • 6 THHN/THWN COPPER GROUND IN 2" CONDUIT. NEMA 3R 200 AMP 1201240 COMBO VOLT 42 DISCONNECT CIRCUITS M AND METER MLO CAN 200 AMP. PHONE /DATA WEATHER PROOF BOX 200 AMP ELECTRICAL R15ER NOTE: ELECTRICAL MATERIALS AND INSTALLATIONS $HALL COMPLY U/ APPLICABLE PROVISION$ OF THE NATIONAL ELEC. CODE, LOCAL CODES, AND THE LOCAL POWER CO. INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS PROVIDE 04 THWnA N COPPER CONNECTED TO CONCRETE ENCASED FOOTER STEEL AND COLD WATER PIPE. NOTE, IF PVC 18 USED THERE IS NO BOND/GROUND TO COLD UATER PIPE. DINING GREAT ROOM OWNER'S SUITE � I I BACK pI / L I�I iNI���II I i DED. 20 AMP / OUTLET FOR- GFI a M. WAVE �\ e I GFI CMD KITCHEN -- 1 0. BATH ■: � � OPT. ■ --GF1 REF. ---- 3 ci W.I.C. BEDROOM 3 ' s\ �' BATH 1Cf I® I 44 AFF �' W L\ LIGHT 4 - SWITCH WP GFI IN ATTIC COl � wA I FOYER ® CMDB I BEDROOM 2 COACH LIGHT ELECTRICAL \ SPRINKLER CONTROL \\ 2—CAR GARAGE I i- iGFICLG. OUTLET I I / / SCALE: 1/4 = V-0' ELEVATION "A' u8 CABLE / TV WEATHER PROOF BOX A R C H I T E C T S pDesign 1 )t inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �II"IIII'� �oo�momJ SLTBDIV. & LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 MOO-00 PROJECT#: 02784.000/00008 PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA 22018 DATE: 6 /12 /18 SCALE: 1/4"=1' — 0" SHEET 7 OF 8 Planning ♦Development Services Department COUNTY Iwo ! Building & Regulations Division F L 0 R f 0; � Product od Review Affidavit Building Permit # Owners Name Applicant: Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Windows +32.37/-42.62 +50/-60 DP Ply Gem series 4712 Flange FL 14039.1 Non-tmpact # 1a wood screw with "went lery , to aC`ava 1•U4' embadeaent. Required anc w s: Head (3). Jwnb (3) Mullions N/A +/-75 DP Ply Gem Series 4700 Flange FL 15264.2 N/A i Use W Topcon Mtn sufrvaM t r,sd, to ache a 1 W mireinwm Cmbadmcrntwi*I 2 W mnaewm 009c Fixed Glass +29.65/38.87 +/-55 D P Ply Gem Series 4701 Flange FL 14434.1 Non -impact r 1D wawa screw we sufltlent tsn((m to ach*Ve 1-174" embaAment. Requuad anc'rans: Head (3). Jamb (3) Black Glass N/A N/A NIA N/A N/A N/A N/A Skylights N/A N/A N/A N/A N/A N/A , N/A Sliding Glass Doors +28.74/-42.62 +/-50 DP Ply Gem Series 4780 FL 14634.2 Non-?mpact l x,c- Tap=wan awmcrnt moor+ M sc-cs 1.114-cmnvdm n RegWmC sncNon: HardS11(6). da"M Enh Mpw. Swing Type Doors +30.64/-30.64 +67.0/-67.0 ThermaTru FL5891.5 N/A ITINTaPOMW.W W e.4,Z., W D"'W 0v*=1 ada,4%DRELCO7 4%W French Doors N/A N/A N/A N/A j N/A N/A N/A Garage Doors +25.91/-31.39 +36/42 Ciopay 16X7 Model73W6 FL16546.4 N/A JoorbtonWckonwo4#A*mbVCXItWaYaaemadaadTomn.Max .p=faofr, rwWI'00.Wel%mew "ked. Hurricane Protection N/A +401-40 Eastern Metal Supply 24ga Steel Panels FL 11964.2 N/A 1 1/4" Tapcon Anchors, SG Tapcons or 1/4" X 314". All points Solid -set Anchors. Roof Ventilation I N/A Roofing Material N/A N/A Tamko N/A FL18355. 1 N/A 6rob per a*V°.sw4ardWe=669ai. Fog shwtaShOWbe12yeaya111Wi1111NAM�MIthad dUr. Revised 07122/2014 I have reviewed the above components or cladding and I have approved their use in wind loads and forces specified by current code provisions. Name: JAMES JOSEPH CANTWELL signature: Design Prof: ARCHITECT Cert. No. AR001 7 These products provide adequate resistance to the �n^y ttit sealed f Date: o��L�� S UUN T O tL iS A R C H I T E C T S Design p 10U lnc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www. abdesigngrou p.co m AA #: 0003325 E 64 O p U 0. 2 FA W6 A a � W A ti rIq L � to EMMMM co co M STJBDIV. 8c LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 XXX00-00 PROJECT#: 02784.000/00008 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA Jul a DATE: 6/29/18 SCALE: 1/4"=1'-O" 1 SHEET Oir JUL 10 2011 A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 SVBDIV. Be LOT: OAKLAND LAKE (LOT 8) MODEL: 1452 xxx00-00 PROJECT#: 02784.000/00008 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA DATE: 6 /12 /18 ' SCAT :1/4"=1'-0"' SHEET OF 0