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HomeMy WebLinkAboutBUILDING PLANSINDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET 833 GN GENERAL NOTES 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN XXXQ 0 — 0 0 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF FRAMING PLAN FOR: 7 ENTRY SECTION 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS tkmjtms a n h O m e s I. cO m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER AIR MEAN SNOW 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 HeaW 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 03-21-1'7 LO IDA B ILDIN COD RESI ENTIA (FBC ), -- 6TH EDITION(2017) 1 REVISIONS *ALL LOCAL AND STATE CODES DATE DESCRIPTION *OCCUPANCY — RESIDENTIAL, GROUP R3 *CONSTRUCTION TYPE - VB IST FIR. LIVING 1,B33 50. FT. •MIN. INTERIOR FINISH - CLASS C • BASIC WIND SPEED - VULT = 160 MPH TOTAL LIVING, 1,633 5Q. FT. - VASD = 124 MPH RISK CATEGORY II ENTRY 22 SQ. FT. *EXPO• EXPOSURE CATEGORY - EXPOSURE C GARAGE 411 SQ. FT. SURE RESIDENCE - • 2-ST RY R IDENC - MAY, HEIGHT PER LO LANDS TE CODE TOTAL 2,266 SQ. FT. • STATE OF FLORIDA t�AT10 2 I SQ. Fr. CERTIFIED BUILDING CONTRACTOR: CU51C VOLUME LIVINGS 7S4� SQ. Fr. RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA TUSCAN (ELEVATION B) 50'-0" 46'-0" 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 THIS 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. A R C H I T E C T S Design Groulrnc. FAX:407-774-4078 www. abdesigngroup.com AA #: 0003325 F W 0 F V 0. ti w F Q � a 4 A Lw o O mmmm IUBDIV. 8e LOT: OAKLAND LAKE LOT 10 MODEL 1833 XXXO0-00 PROJECT*: 02784.000/00010 PAGE: COVER SHEET 160 MPH EXP. C SCALE: 1/4" =1' — 0" SHEET (� c S OF e`J' mW 0 z o �¢ _ zf n OW m � J Y "" W3 z oz V) a b �a mk �O z m F- uj u, ' 0) a z zZ Woo Qw- W J W Lu . 1A oiOau�f H INDEX OF DRAWINGS SHEET NO. DESCRIPTION ( CS COVER SHEET ° ) ° l8) GN GENERAL NOTES 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN )M00_00 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF FRAMING PLAN FOR: 7 ENTRY SECTION 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WAl-W5 WALL ASSEMBLY DETAILS tENTWS ryanhomes.com TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER AIR MEAN SNOW Speed' Topographic DESIGN Frost line DE51GN UNDERLAYMENT FLOOD " FREEZING ANNUAL LOAD {mph) effects` CATEGORY` Weathering depth' Termite` TEMP° REQUIRED" HAZARDS INDEX' TEMP' N/A 160-C N/A Negligible N/A Heard 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 03-21-17 • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) •ALL LOCAL AND STATE CODES DATE DESCRIPTION • OCCUPANCY — RESIDENTIAL, GROUP R3 • CONSTRUCTION TYPE — VB IST FLR LIVINCs 1033 SQ. FT. • MIN. INTERIOR FINISH — CLASS C • BASIC WIND SPEED — VULT = 160 MPH — VASD = 124 MPH TOTAL LIVINCs 1833 SQ. Ft. RISK CATEGORY II ENTRY 22 SQ, FT. • EXPOSURE CATEGORY — EXPOSURE C GARACsE 411 SQ. FT. •1—STORY RESIDENCE — e 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES TOTAL 2,266 SQ. FT. • STATE OF FLORIDA PATIO 21 SQ. FT. CERTIFIED BUILDING CONTRACTOR: CUBIC VOLUMr: LIVINCs 15,941 SQ. FT. RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA TUSCAN (ELEVATION B) 50'-0" 46'-0" 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 THIS 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. 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"'ll ��000vvovvo� 13LJHDIV. de L07cl OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROTECT*: 02784.000 00010 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT- STATE OF FLORA DATE: 6 /14/18 SCALE: 1/4"=1'— 0" SFIEET LC ►) or'9 j 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. 3. 4. 5. 6. 7. 8, 9. 10. 13. 14. 15. 16. 17. F. GUARDRAILS AND HANDRAILS LIVE LUAU IP51'1 F.I. 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 R312.2.1 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 FLOORICEILING ASSEMBLIES, ROORCEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EgEED 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 RES0914TIAL 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 R702.41 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 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 1 318INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318 INCHES 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 Y,, -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8 4NCH 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 Y2INCH GYPSUM BOARD OR EQUIVALENT. QITC lAtf%OV 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, QN-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.) SOTHAT 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 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-0" 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, 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. CONCRETE 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 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 R402.2 & ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE Y". 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED, 6. 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 6 INCHES 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), MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PR OVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 4021 ACI 530/ ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II 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. 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 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, ACI 315; 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 2.25INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0,75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 N/W) 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 ems»- 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.1. #5, W31 OR D31 AND SMALLER 2" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.I. #11 AND SMALLER- y4" D. BEAMS & COLUMNS: D.1. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS T 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 HAV€ 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, 8. NOT LESS THAN ONE RECEPTACLE 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 PROOUCTS ASSOCIATION: B.1. NATIONAL DESIGN SPECIFICATIONS INDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: Cl. 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 SMALL 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 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 5/8' OSB EXPOSURE-1 OR 518" CDX PLYWOOD OR 15/32" 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 SHALL BE STRUCTURAL GRADE 7/1V OSB EXPOSURE-1 OR 10 CDX PLYWOOD OR 15/32' APA-RATED O.S.B. OR 112 " 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 AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS 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. 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 1_/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 BOLTSMAILS 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 (919W). 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 21. 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 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 10°F 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 2" HORIZONTALLY, 3 ORIZO LLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM ""/a' PVC (SCHEDULE 40), INSULATED WITH W ANIAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM'%" PVC (SCHEDULE 40), INSULATED WITH W 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, 61H 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-CIO63-11AAND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 7IN. (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 T11.1.1 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 AB 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 BUILDERS/ 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 IY. KVIVALV KCAUAIV bLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407.774-4078 www.abdesigngroup.com AA #: 0003325 rIq O� O E. V 44 F A a q Rqr N 5 A SVBDIV. Sc LOT: 111111 OAKLAND LAKE LOT 10 MODEL: 1833 Xxx00-00 PROJECT#: 02784.000/00010 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA 6 ROLAND A. A AR NO DATE: 6/29/18 SCALE: 1/4"=1'-O" SHEET �Noir 9 JUL 10 2018 GENERAL NOTES 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. ALL WORK DONE UNDER THS 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 AREAS FOLLOWS; A. FLOOR LIVE LOADS /NSF) A. 1. SLEEPING ROOMS 30 Al ATTI CS W/STORAGE 20 A3. ATTICS WIOUT STORAGE 10 AA POOLROOMS 75 A.5. BALCONIES 40 A.6. DECKS 40 AT STAIRS 40 A.B. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS IPSF) BA. ALLAREAS 10 C. ROOFLIVELOADS "* CA. "" MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FSCR, 6TH EDITION (2017). D. ROOF DEAD LOAD (PSF) D.I. FIBERGLASS MINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E.1. BASIC WIND SPEED VULT. =100 MPH, VASD = 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.86 EA. INTERNAL PRESSURE COEFFICIENT (GC pi) 0.18 E.5. OPEN BUILDINGS 0.00 EA ENCLOSED BUILDINGS t0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD_, IPSF) FA 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 ARCHTECT IF ANY DISCREPANCIES ARE FOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHTECT 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 ARCH TECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRWCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY CUT 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 WRITTENAPPROVAL FROM THE ARCHTECT/ENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONSARE DETERMINED TO BE IN WIND BORNE DEBRIS REGONd, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS. THESE OPENING PROTECTIONS SHALL BE DESIQNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, BTH 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 720' ABOVE FINISHED GRADE SHALL INCLUDE AWINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). WALL AND CEILING FINISHES SHALL HAVE AFLAME 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 ASMOKE-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 WITHINFLOOR/CEILING ASSEMBLIES, ROOFICEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE AFLAME 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 COQE 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 BTH ED (2017). CERAMIC TILE SHALL BE INSTALLED INACCORDANCE WITH THE REQUIREMENTS 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 GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMTTED, OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3M INCHES 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 R302.6.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MNMUM NO. 26 GAGE (0.48 Mg SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 0OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENNGSINTOTHE GARAGE, AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302A THE GARAGE SHALL BE ¢EPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THANIA -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HA131TABLE ROOMS ABOVE BY NOT LESS THAN 5184NCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE. SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE 91UPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOTLESS THAN'&INCH 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 BULDING 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 HEREIRSEE 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 BEARING CAPACITY. IF BULDING PAD A L BEARING CAPACITY THAT IS LESS THAN AREA TESTING RESULTS IN SO CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEAR R I THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO I+OTIFY 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 INACCORDANCE WITH ASTM D.1557, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINI MUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAW% 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 3'- 0" 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, 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, CONCRETE 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. 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 R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE W. 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER 5. BRACE FOUNDATION WAILS, RETAINING WALLS, DURING BACKFILLINGAND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'W. 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABSON-GROUND WHERE INDICATED ON DRAWINGS, SEAMS LAPPED 61NCHES 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). 88ACAAIDV 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 6. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, INACCORDANCE WITH ASTM C90.06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =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 THOK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN % INCH AND NOT MORE THAN %INCH, REFER TO PSCR 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM G476, STANDARD SPECIFICATIONS FOR GROUTFOR 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, ACI 316; THE STANDARD SPECI FICATIONB 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 CONFORM NG TO ASTM A615, GRADE 40 (LINO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO. OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1/2 INCH TO 2.261NCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kg/m') IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC RISERS SHALL COMPLY WITH ASTM Cl 116 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, THCKENED 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 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER: BA #6, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND C.I. 011 AND SMALLER D. BEAMS & COLUMNS: D. 1. PRI MARY RE INFORCE MENT, TI ES, SIT RRUPS AND SPIRALS I1W. 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 2014EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTORWILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBUE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITI ON (2017) 3. NOTE: ALL ROOMS/ SPACES SMALL 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: PROTECTIONFOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GRCUND 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 RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE. THE BRANCH CIRCUIT SUPPLYI NG 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 WOODSAND 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: BA NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: CA. STANDARD GRADING RLLESFORSOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D.1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. ARA- 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 =1,100 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 SYPUR (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 1/2' CDX PLYWOOD SHEATHING PROVIDE PANEL -CLIPS AT MD -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 5/8" OSB EXPOSLRE-1 OR 5/8" CDX PLYWOOD OR 15132' 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 W SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG 11 SHALL ONLY BE USED, 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16- OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD OR 16/32" APA-RATED O.S.B. OR 112 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12. MNUMUM DIMENSION OFANY 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 4Q. 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 OFANY 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 AWRITTEN RF.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 U360. 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 "SI MPSON' STRONG -TIE BY SI MPSON CO., OR EQUAL, UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTSNNLS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG, 20. DRAFTSTOPPING TO COMPLY W/ FBCR 6TH EDITION (2017) SECTION R302.12: INCOMBUSTIBLE 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 (92.9M'). 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. INVENTED 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 CONFORM NG TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, $TH 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 100' OF LINE WITH EVERY 10'F 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'W AMAFLEX. 3. CONDENSATION LINES SHALL BE MINI MUM'W PVC (SCHEDULE 40), INSULATED WITH W AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GVE 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 FDCR, BTH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1, UNDER STAIR PROTECTION: A ENCLOSED ACCESSIBLE SPACE UDDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH X" GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES i. 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 ASTWC926 3. LATH & ACCESORIES PER ASTMC-10al IA & 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"FLASHNG -• 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 FLASHNG DETAILS SHALL BE INSTALLED PER ASTM-CIO63 - I IA 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 ASTMG1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 71N. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.1IAA OF THE ASTWC-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 GROUPS SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN CROUP'S SCOPE OF SERVCES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDERS CONTRACTORS 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 N. KUNALU KLAUAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIIIIII �.vv000vvvoJ E �8 W E O C L i BXYBDIV. & LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT#: 02784.000 00010 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA DATE: B /14/18 SCALE: 1/4"=1'-0" SHEET G N Og SECURE STRAP TO CONC. W/ (2) 3/16'x2' TAPCONS 3 1/2' T1 CONC. SLAB SIMPSON WB ROLL STRAP OR EQUAL SECURE STRAP TO UNIT W/ (2) "Sxl 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL m I oil STUDOR + AUTO -VENT I r2, r �)r—y 31 AV .i a STUDOR I 3' AUTO -VENT KITCHEN ONK3 'I AUTO VENT I%2. 2,� 2 LAWS ,f iY 3' WASH 24 21 f-\2@ 21 2 WC 3' 4' PLUMBING ISOMETRIC (SEWER ccl 1-t' -311 am 0%aff&I 23'-911 B ERS u Di CPAV -3 1/2' ■ ■■ on nil IN■ on ■ ■ ■ I II OHM DI DI 31'-9' DI i i C3 1/1' CONC, REINFORCED ; I ■ U/ 6W-111I.4 x UA I Y I ■ I ON 6-MIL POLY ETHYLENE L�^- VAPOR 5ARRIER ON DI �, UELL-COMPACTED CLEAN FILL I <v I 'Y.�•.� I DI OL0'-0' FIN. ELEV. TYP p FIN. GONG. SLAB 21'-411 'I I/ ' 1'-10 1/2" 611 5'- 14'-3" ■ N N I � I 1' PVC CHASE FORE -EC. EXTEND SLAB 1 1/2' 23 -6' -6'RECESS SLAB V FOR PAVERS 12'-4" —I 30'x30'x12' C0NC. ■ FT6. U/ (3)'5 REBARS EA. WAY V2, ON CHAIRS MK 3' COVER 3/4' CONDENSATE ' LNE c+1 °a I AIIII ea 1 II II ®y %% O 3'-3" .� U4 50LLARI>-� U- I_ 19'-loll 13'-5" 0 EDGE 2'-3" 16'-0' 2'-3' FOUNDATION ]PLAN SCALE: 1/4 - I'-0' ELEVATION 'B' 1 24'x24'xl2' CONC. r FM% U/ (3)19 REBARS EA WAY ON CHAIRS MIL 3' GOVER 3 1/2' CONC. SLAB A R C H I T E C T S Grou � ,n. wnu vvvvvrL o,/ av PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �IIIIIIIII ��ooa000maor E E O C SUBDrv. 8a LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00- 00 PROJECT& 02784.000/00010 PAGE: FOUNDATION PLAN 160 MPH EXP. C DATE: 6 /14/18 SCALE: 1/4"=1' — 0" SHEET 1 or 9 38'-II" 26'-10" 26'-2' I-'-4" 1 I I � ■ m N I � ■ to I I N (y N ■ I f @ I I _ cV � ■ CO m ■ `n m �t m ' M m Nk ■ ■ ■ ■ ■ I'- ■ 3'-3" c 1 �I 1 m ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 3'-4" al -roll ■ ■ ■ ■ _311 12'_20 15, -10' 2' DOWEL FLAN SCALE: 1/4 a I'-0' ELEVATION '5' ARCHITECTS 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 SUHDIV. & LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT#: 02784.000/00010 PAGE: DOWEL PLAN 16Q MPH EXP. C ARCHITECT. STATE OF FLORIDA DATE: 6 /14 /18 SCALE: 1/4$$=1'-0" SHEET 2 OF 9 WALL LECsEND V-5' 5LK 5R3. SHEAR WALL SECxMENT WOOD FRAME SEARING WALL INTERIOR 2x4 WALL • 16' O.G., UNO. EXTERIOR+ WOOD FRAME WALL PER COMMUNITY SPECIFICATIONS. RE TO TABLE N/63 FOR MINIMUM REQUIREMENTS INTERIOR NON -SEARING FURRING A7 MASONRY }' WOOD FRAME WALL: 2x4 • • 24' O.G. OVER FOIL 24' OZ. MAXIMUM, UNO LOTT'S CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL NO. LENGTH TYPE COMMENTS L-I 4'-6' 8/22-5-[I Ll/lOJL RECE83ED L-IA 5'-10' 8/16-5-[IIUImJL L-2 5'-10' B/24-5-(IAJ/(0)L L-3 I1'-4' MS-S-(UIJ/(IA.. PRESTRESSED L-4 4'-6' 8/24-5-(I)J/[0A- L-5 4'-6' S/24-5-(I)W(VA- L-6 9'-4' 8/24-5-(IAJ/(IL L-1 1'-8' 0/24-5-0)LIKI L L-S 3'-6' 6/24-5-(I W(¢J1L L-S 5'-10' 9/24-5-(I)U/(O,L AST RET'd LINTEL SCHEDULE LINTEL NO. LENGTH TYPE COMMENTS L-I 4'-6' SF22-05/IT REGE$SED L-IA 5'-10' SFI6-05AT L-2 5'-10' BF24-CWT L-3 IT-4' SF28-15AT PRESTRES6ED L-4 4'-6' SF24-05/IT L-5 4'-6' OF24-05/IT L-6 9'-4' SF24-15/IT L-1 1'-6' SF24-15AT L-S 3'-6' SF24-05/IT L-9 5'-10' SF24-05/IT 4 N LINTEL PLAN SCALE: 1/4 - V-0' ELEVATION 'E3' A R C H IT 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 E 8 E O C SVHDIV. & LOT: OAKLAND LAKE LOT 10 MODEL• 1833 MOO-00 PROJECT#: 02784.000 00010 PAGE: LINTEL PLAN 160 MPH EXP. C DATE: 8 /14 /18 SCALE: 1/4"=1'-0" SHEET 3 OF 9 -y SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS nena 11 v.G4,FT) E '�rF�k Wa"sS e 5a COMO ®®ppq�y®ym��p�i�gp®qpyy���,pry,�p�ry,®�piry,11"�q�9®qp�qp:1 FPWd).ANMWdM�I d:.�nM1A'r�d N4BkTALL;v,O\\N@101 M- NRAT4���N �qp� ®®u�p®yry ]:.W1 �SAMIRrvBN3NWN'Yn(iR p®ryp��ggqe�ry�®�ry�♦NY®�y��®® \ ' ®®ppy��y y.p ����ryry��qqx\y�p MM\Nd PMMNINM' x [�q r1 �y��p�p� W.N. Y.INSA'PIN �gryR h�'PA7AaVwY.Fw��' Y ffm `fxNS:.N1tlW%' ©� TFud4R "iwS�` .c��.L��mefi%Sd �IF�A'S'x'er'�iS,9 'i\F.W! ffiuRVu P)NNIS%NXll'AA ' Mi1utiNNWWWNgM l wWrR pgn�rlWXLYq r nAT II-1 IAI?FI S ®�q yµR�pppm®x��yuyu®rypgry���ry 1�G'�:RAV:NMP"'C�iT� ."s 9YAN'.I�N\NW,\1V1,lS pgpp�ryp 2YaRWe' \gyury�p�®®® Ll:1.Ww1'�a S\'. � IMR WM,E " n R^ 0.31MI k I�,I `n" ®®®®KIM ®®9,31'a co ACT 11ln' o mrcac nnnra I1-1 INTELS SAFE LOADS (L5S/FT) TFP 7 ®ryryryry®ryryy.�grypyw��qrypyw�pryp®prypppqq�� ®p�gry®p�qry�ryry�ryry��y�yu®�y�y.Aµ eW1NWMMNPTMNIN' %' '-' BMUNNWa�' WMA'M,NFNMMrA�wFina YV, kYK MS�v'xtiu y��,�Y�p��ryryry�yryry�1 ' Nis '4:51th�WWV\" ®®YMPR wN iISANMfl. yppy®Rppyq,�y�p I=I N®,W�p�®A,�yyy©�p�� 11W I.�.M dIPW.'�rtxNN. MNMM nA0.%P@N yym do ®® = . ®® wq�eix+ Gg`H IR P'Sxss€9tkRYR�f:6Y�9N`MN '9: mmol -Was low PASTm RE°T4C LINTEL SCHEDULE M,4TERIALS I. f'c 5' precast lintel - 41 poi 2. f'c prestressed lintel - 6000 psl 3. Grout per 45TM G416 re - 3000 psi w/ maximum 3/8 inch aggreeata 4 e, to 11 Inch slump C 4. oncrete Masonry Units (CMU) per 45TM C90 w/minlmtAn net area compressive Strength - 1900 pol 5. Reba, per ASTM A615 grade 60 6. Prestressing strand per ASTM A416 grade 270 low relaxation 1. Mortar per ASTM C210 type M or 5 GENER,4L NOTE5 t Provide full mortar bed and head joints. 2. Shore filled Ilntele, as required. 3. Installation of Into must Cowith the architectural and/or structural documents. 4. LI-Lintels are manufactured with 5 112" long notches at the ends to accommodate vertical cell relnforcing and grautlne. 5. Reference the CAST-CRETE Load Deflectlon Graph brochure for Ilntal deflection Information. 6- 5ottam field added rebar to be located a the bottom of the Ilntal cavity. 1 7A32" diameter Will stirrups are welded to the bottom steel for mechanical anchorage. 8. Caet-In-place concrete may be provided in composite Intel In lieu of concrete masonry units. B. Safe load rating based on rational design analysis per ACI 315 and AGI 530 10. The exterior surface of lintels installed in exterior concrete masonry wells shall have a coating of stucco applied in accordance with ASTM C-296 or other approved coating. 11. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal (lateral) loads should be checked for the combined loading with the following equation: Applied Vertical loads AARpliad horizontal load S 1.0 Safe vertical load Safe horizontal load 12. Additional lateral load capacity can be obtained by the designer by providing adc lanai reinforced concrete masonry above the lintel. See detall at right: 'ma1500pS1 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU FULL COURSE 2" CLR TIP < (2) a5 R:E15AR GR40 or GR60 5AFE LOAD T)45LE NOTI=e 1. All values "Sad on minimum 4 Inch 1. For composite lintel heights not shown, use safe nominal blooming. Excaptlon: Safe loads for unfilled load From next lower height shown. Intels must be reduced by 20% if Peering length Is 5. For lintels langthn not shown, use safe load from leas than 6 12 lrcha6, next longest length shown All safe leads In unite of linear foot 2. NP- = Not Rated Se. Safe loads are superimposed allowable loads. 4. Safe loops baoed on 40 or 60 Field - pound, per 10. All oafs loads based on olmply supported Span. grade grade rebar II. The number In the the parenthesis ro catal the - One r rebar may be subetltuted for two 5 rebar percent reduction for grade 40 field added in e" lintel, only rebar. Example 7'-&' lintel typa it, 32-15 Sala 6. Tha designer may evaluata concentrated loads gravity load • 6412os, w/ IS% reduction EP412 from the oafs load tables bg calculating the C.85) = 550I pip maximum resisting moment and shear at d-away from face of Support. T1'PE C)E51GNATION - A FF = FILLED WITH GROUT / U = UNFILLED f_J UANTITY OF •5 I�E5AR AT (3 2 1 BorTOM OF LINTEL CAVITY a RR 1 11 17 m Z_ -z QUANTITY OF REBAR AT TOP LOMINAL 0 ON HEIGHT NOMINAL WIDTH 1 5/6 ACTUAL NOMINAL WIDTH Na' -5 REBAR AT TOR* MIN. (1) REa'D 1-1/2' CLEAR CT'I.U. 5 RE5AR AT 50TTOM OF LINTEL CAVITY BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) TABLE No. 11 SAFE WORKING LATERAL LOADS (PLF) B" x 8" LINTELS LNTEL SATE LATERAL ftR LOADS LNTEL SAE LATERAL LOADS (RF) ToNl Lang'h Type 0' DOOR HEADER PLAIN B' DOOR HEADER BmLlp Cowl LenglF T '•R•PLANBq.IP BYB' V-10' Reset3564 1'-1. P.It 1112 ]011 3'-6' RecentMe EIAN 4'-0' PIPO" 9W Wi1 4'-m' Recea!I614 4'.2' F e aat WIReset1266 A-4' Psol 1B64-V Recast1163 44' PePok dea MISS Recut 666 806 a'a PreGKF4�11 6Be Ins V4. Rss," 5A, 9ma 6'-0' PlsOltsD4 5.64 b'-4' Reaeat 6M S64 T'-b' PraoutBIZ664 Ore. R .A 5S SIT 9-a Putlab 5% PrO.A 446 E% Reset 425 M4 B'-m Pmust *1 614 0'•4' Recast 354 10 9'4' Recut 2TT 5B3 Pr aN V a3 RerAN Pug Sam 11'-0' Recae t. 64 549 n'•6' Ramat we Sea 13'•4' W 494 M'-e 93 391M-V NA 541 1W.4' r NA. 30n-4' NA.18V 4' NA lie 20'-91 NA 169 Rasvuaed NA 01 E'4' P'm6eed NA. No L'-m' Reatretal NA. B NR • Not Recommended LOTT'S 34777 f. • f. N� -S-0) #5/(0) 95 NOMINAL VIDTH/HEIGHT OF LINTEL PLAIN OR SOLID LINTEL [8/16-P-#U/#L] Na OF ADDITIONAL #5 3ARS IN UPPER OR LOVER LINTEL CAVITY 09NERAL NOTES: I. CODES I.I. FLORIDA LUILDING CODE RESIDENTIAL, 6TH EDITION 1201V, SECTIONS R4022 4 RE,06 12, FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (201), SECTIONS MCLII b 2101. 4A BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE CACI 316-05). IA, AMERICAN SOCIETY, OF CIVIL EN3INEERS MINIMUM DESIGN LOADS PoR BUILDINGS AND OTHER STRUCTURES (A5CE 1.10), 2. CONCRETE: 2.1. CONCRETE COMPRESSIVE 6TIRM43TH AT 26 DAY5: 2.1.1. PRE -CAST W/5TANDARD REINY-ORCEMENT-4000 PSI 2.12. PRE-CA51' W/PRESTRESS REINFORCEMENT-6000 PSI 2.13. GROUT PER ASTM C416 - 3000 PSI W/ MAX 3/5' ACOGREGATE, 6' TO 11' SLUMP. 22. REINFORCING BARS: 22.E STEEL PLACED IN PIRA LINTEL AT TIME OF FABRICATION ASTM A615 (GRADE 60) 222. STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). 23, F'RE-STRES5ED STRANDS ASTM 44K, T-WIRE, 6TRE55 RELIEVED 210 KV 2A. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315 TABLE No. 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS LNTEL LENGTH CLEAR SPAN LINTEL TYPE LNTEL STEEL UPILLED GRAVITY CAPACITY (D54 fOM GRAVITY CAPACITY Oft ill UPLFT CAPACITY 115E (115U UPLFT CAP4OTT (15L (215U BO1TCm IBAR TOP BAR GRAVITY CAPACITY PRECAST n!n .11 40 1009 Is. 9e29 10000 9-6' 7-2' RECAST (2)n a;-2 2415 3031 W31 4815 Q15 4'-a 2'.V PRECAST (2)q a)4 ❑ia 2111 2111 Bass 3356 4'-6' V-1' CASs O)4 (21n 1343 Nba 265 2606 26M 4-4V-4" PRECAST G)n a;1 1232 201 wr 2431 2421 5'-4' 4'•@' Fill G)5 fain Ica55t Wit ,le, IBgI 5 10' 4.6 PRECAST (2J9 (21n B60 M13 H13 1410 1609 6.4' 6.0 PRECAST (2)N f2/n l4m Da3 DID Do MISS 6.6 V-21 PRECAST aiN W 110 Q32 W 10 INS 6-B 6-4 PRECAST (3)N (2)n 6B2 IIB! IN 100 12S 1.6 6.1 FRECA6T l2) Al (V n 510 991 99 825 Im& 1-1 6.4' PRECAST film (Vn 551 I sea 959 154 IV41 6-0 W-B' PRECAST Q1 N (VV 58 ROD 9m1 712 e04 11-1. 1.1. PRECAST O'll (2)R 480 85 $51 11 648 11 SO 9.4 b.-O. PRISCAOT Ool CV1 45 126 126 499 ISO W-6 9-2' T ()4 (2 R 354 616 610 3B0 679 A 4' ID-O' PRECAST WIS a115 38 56l %1 311 601 Q'-m/ Im-a' PRECAST (2) 5 (D 5 ?V 525 625 211 661 Q 6' 11-2" PRECAST (V) a)e 2T 4% 495 261 612 S V I2 0' PRECAST ads a) 9 26D AM 00 214 442 N-0' 1216. PREC45T WS (2)l$ 239 490 A9'v PA ew M-0' B-A PREI)Tff%ED WN (2)n NR. 40 418 W 446 5 4' 14 @' PRE511E%ED S)N (2)n NR. 515 319 11m 401 n'<' 16 m' PPEBtIE%ED S)N (2)n 'A 100 SO W3 all 19 4" IB @' PRESITE%ED (2)5 (A9 NR. I U4 224 111 B4 2m @ B' PRE6IREESED (2)5 (VG M.i01 W W 231 11 4 2@-e' PPEO SSED ()b (a)9 R. M mh I?a 20.8' PRE8ITESSED (2 9 (2)9 RR, I64 W4 ISO 1% 24-@' 7Z•B' PRESTRESSEP DIPS 1 Q)9 NR, I W 131 34 163 NR- NDT RECgTEaIDED TABLE Nn 7 REINFORCING SCHEDULE Q LOAD CAPACITIES SAFE WORKING LOADS KPLF) 8• X 16• COMPOSITE LINTELS LNiR LBWtW f2iAR SPAN LNTEL TIP, LINTEL STEEL GRAYRT CAPACITY (e15L lLSU SPAvItt CAPACITY (IY5L (PICI UPLIFT CAPACITY (I5L r11511 UPLIFT CAPACITY (IFd am Galion EAR TOP EAR P-@11-1.PRECAST Wm O) 10090 m00 3'-6' 2'-P PECAm (2)n (21n Deal co90 Coe Wee, 2'-B' FEOAST Q)lI (UR 4261 10090 5139 WOOD 4'4' 3'-2' Pill R)n !2 EDI 951 6592 10000 4'-0' '4' CA9i (2/n 2944 0414 6049 Iol 5'4' 4'-0' PREC40T (a)9 6431 4421 1041 4'-6' PRECAST (2)9 9V 36mm SAID 6-P 5-fY RECAST. f2)4 <UR 4M a5 2903 4411 (D9 3gfd 393f 2m0 4151 rrmol(2)4 T (2)4 (2)n 3111 31a 1653 %19 r6 61' T Q) 1R7 1 B 614. T Q)4 (2 4 01 1 31 6.8 PRECAST 2)'4 (2)1 2" 29e nBI 2102 9.4 10' PRECAST (2)14 (2)1 Dw 2396 see 2506 S-4 I-b P,ffCAST a)'4 (2)1 1969 I"89 Q% loss W-b 9-1' T G)-4 (AN 1621 1621 Ni 1695 0' 4 10-0' PRECAST f2J5 <2)9 146D 105 ISO 1604 n m @'-B" PECASi (2) E, (1J 9 Cis Miss 1919 If -6 11.21 PRECAST (2) 9 Del QB1 694 D93 la d 12 .0' PRECAST f215 (219 IM4 1144 545 1139 14 0' 12'-0' PROOF (L5 IV 901 IV" 466 Wn 14-b' 13.4 57 8 (1/N (L4 NI9 9 451 902 Is 4' 14.0' PREVRE80ED (L4 () 1211 Del 411 SO IT 4' Is -e' PTE9TE05ED (0-4 () 99! 9S 915 41 19.4' IR-m FE5TE60ED (2)5 U)9 1%. m% 26m s8 20.0' le-9' FRE9TREBBEP fL5 (2)9 9 179 249 4V ?._4' 20-e,' PROIRS65EP 2T 0' 204' IRMIRS5513C(2/5 (1/9Sol 11' 2TrV PRESTRESSED (L9 I (2)9 I al 401 1 61 33e, TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY (019L (IPA2 GRAVITY CAPACITY (U5L (65U UNLIT CAPACITY Oft fift UPLIFT CAPACITY (IPA am SDIt SAP TOP BAR B-b 2-0' PREOA01 a)n a)R 1646 le Once W000 4-m 11.1.1(2)n (V) Sacs IaDmW WOOD WMA, 1.1 a-a' PREc r Ole (vn 4142 leave, e641 la¢¢W 4.6' 3.4' T O (21n 310e lm leas Ionic 5- ' 491' PRECAST Q)9 (2)n 6289 I@90rm 5130 10000 -W' 44' PRECAST a)a (2)R 5016 B10A "I 9ffi44 64' 3dl PRECAST (2 N (1) 6m42 6182 3%1 1142 64' B-2' IiECAbi (9N (21n 6$B0 6290 3649 6595 6-B' 9'4' PRECAST )N <2)n 9010 SSTs 344 6114 6.9' RECAT (2)N (2)n 3130 3 22S1.0' C B (1)N 3410 3420 20I8 %61'F: CA9 IVst 2T34 2W 160 2W . 9'-2' CAST (2)N a`2 2211 22 1233 22M Wa RECAST (11 (ll9 1954 11h W31 2ee3 ' -W RECAST a)l5 2 IV ❑e 510 all 1.4' II'•2 PREOVII (15 (2)9 "I 1661 818 I'0I ''(1/ 501 1Ol 113 1414 ' I2 $' PRECAST (2J5 1399 1393 636 13-' PESTswi (2)4 0)R Be en 5Bm 1131 • I4-V P slrwssP WdN7 1T44 9% Im9n 16.0' P£6tE6E{cP (2)N (2) 3Sm S 411 IB-C' PRESTRESSED Q)5 MG W93 3 659IB-S. POTRE59ED IV Is Mel 9l9 9V 3Q 5 PoVUE56ED (2)5 tb] iV #W,w 2m'-B' D (A" IV 1 '•m ?2-0 tramiPEWE" D Ms (a5 689 VIA 659 D SS 419 TABLE NC. 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LINTEL LEI CLEAR SPAN LINTEL TYPE LINTEL Si56• GRAVITY CAPACITY (0)5L (b5U GRAVITY CAPACITY (AL (VW lRR CAPACITY (Vol. (M UPLIFT CAPACITY (V9L Oft SCTto1 BAR TCP BAR 2 I.6 PRECAST V GOOD IMISS, WORD 10020 PRECAST a1 It )R seol lvw 1:00D N1400 PRECAST (2)R )R 6139 10000 109m0 been 4.6 a 2- PRECAST IDS ) W4 NO0 10m00 10SUP I.e.3-4- PRECAST (2)R 4653 IDOW "b29 owe 5.4 4.0' RECAST (2)5 ih)R T655 Ioemo 1D51 Iowa 5 0 4.V t (L9 6231 Iowa FU& Immure 6 4 5-m' T (yN 0) R! Simi 1000 4154 945D 6 6 5'-a' T (14 (2/ n 85a9 10@00 44BI 0919 6 B b'-4' PRECAST (1. N ) R BII4 °AST 4231 0 16 6-2' PRECAST (2JN JR Sass 6416 9342 6411 -B' 6-4' PRECAST 214 r$)n Secs 653 ,0' -0' PRECAST (2J4 1 abm3 50 B4' PRECAST (2 4 `20.2 40 Ines 4M 2%1 3m30 94' a -a PRECA01 f2)4 Ca / 3TM , 3TM 19e2 3%B W'-6' I'-2' PRECAST (2/4 CM 231 2931 RAO 3025 II'-4' W'-e T fL5 U)5 2553 2553 1219 2604 Q-m' W'-W T Q15 )9 230 2305 Ina 2291 12'-s' II'-V PRECAST Mal (2)9 2141 2141 ao 2099 S•4 12.0' PIECAST Q15 f 19 1926 V W IB21 14.0 12.8' AST (2)5 )9 MS DlB 1695 14.6 I3 P S (2) N Z145 29 653 IM3 54 14 m' B 88 (2)N ) 2O6 216. Y% Me R4' 16-V PREB °.RED (11N f3)n I54 So m 4' W 0' PRE5TRE5eU 214 t) W SW T16 W W PRE5TREs5ED (2)5 a/9 QS Q9 34 6E6 21-4' 20•m PRESiFff%ED (01 15 2 306 601 22.0' 28-6' PRE9IREBBEp (2)5 T2)9 994 28 5 24-m 23-8' PRESTRESSED <1).5 )9 1 014 1 024 1 239 1 43 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LINTEL LIMP4 C1.EM2 SPAN 075E rIPE LINTEL STEEL C-RAVITY CAPACITY (0)5L N5h GRAVITY CAPACITY (IPA dift UPLIFT CAPACITY ill (Im! UPLFT CAPACITY (ISL am EOITOm BAR TOP SAR S.-4. 1-1' PRECAST (a)R Cut m0D0 OW low om ,v.r 2-V P cMT (2)R /a)R rims I 1SPOC 1 mB 4.6' 3.1' PRECAST (F)n (2)4 6S0m Imvmm Wemm WDem 4-e 3.4' PREGA5T an W1 mot ICSmm 0000 WAS 5.'r 4.0' FIRCAIT 0) 5 (VI Will Immme sees moy s W' 4 w PRECAST W 5 a; n 7367 Wpm go WOO 6 4 B PRECAST W14 a)n WS':.P 10000 %41 IWD@ GAIT 4 (2)n WODD 10900 538 1@0mD 6 .0' B•4' PECABi M f2)4 (2) 111 9638 WZ00 5021 Im000 1-6' 6.2' PRECAST R)N (S)n 1406 Seal 364a 1693 1- 6-4' PWCA4T )rb (1)n 7054 9662 26 B e 6 B' PRECAST fall 648 3920 s61 B-4' TO RECAST (i60% )4 all9064 ow 69% i 5 RECAST CV4 4061 3M4 4T4D V-4' 11-4 W.I.9'-Y RECAST Cord 0)4 C2)-e 36M 3BW em 11 4' 10'-m' CAST 329e 821 S21 X_' 9Y& O 0 10 -W T aDolets (21 ( 2938 2133 D 6 II -2' PRECAST WS (a)5 ITSUs 2118 GI 10 Aa 2165 13.4 la-51 PRECAST rv1 (1)5 24'B. 241bDlb 1Ell 216E 14-0 12-S PRECAST VS 225 225 1961 14 e B'-4' PE51RE%EO f1)N GS4 a2) 2n1P 1Bt S6 R6 1431 15.4 14-m' S B5 n)N 2616 663 131 Il 4 Ib'-m PESTRE%ED (YN 2023 SW IP/11 I9 4 S.S' (2)5 1W 501 21-41 S•e' PRESTRESSED PRESTRESSED C215 01 s (1 15 W96 36 IS 21 .4 t0.0' RE51RE55E0 fU5 (1)5 3 66 625 21 .0 2m'-a' f61E65Ep R)5 (2)9 1 27 Q 2 971 619 Z4-0' 22-8' PRE5ttE:•9EG )9 !2)9 WM 6'd4 166 9T TABLE NO. 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" LINTELS LNTEL 2ENGiN CLEAR SPAN LNTE. TYPE LINTEL STEEL FLAN GRAVITY W^AClrr (015L(VW GRAVITY CAPACITY O t(IMU UPLIR CAPACITY IIftfl N ARLIFT CAPACh' f15t(a7Nl IBOrrol EAR TOPSAR GRAVitt CAPACITY PRECAST Re was sea 2480 2450 PREcasr 01 (2)v 1131 K20Mae. 863 869 4 V $V FRECASi cyl Big 101 Go Mee Mt9 4-6 9-4' RREC46T 4 "1R W& Well wel 896 Sea B 4 4-m' McOr 669 WO we IN IN 6 44' PRECAST (2)n sT See Sea Sea 966 PRECAST (P)12 T41 147 T5 - BFa RECANT 4BB T5 lie led, See 6-V V4 PRECAST0-14 2 16' 61' t All W6 all 1 B' 6-4' t OVV 35 66 0 490 Ns B 6-6' RECAS7 (2)R 363 936 116 4W im9 -4' t-0' PIEGA07 f1/R 334 501 BSf MI TB 9-4' 0-e' RECAST (1)'2 206 435 4% ew IV -$' r (2/R 2 3T 311 239 4' W-m PREC 1 Me 28 34S IS e' W-B' PRECAST IV03 7 aEY 102 aV b' II.2 PRECA5T ( 190 143 243 S•d Q-m ZC9T SI 82 52 GO a0 N-0, Q 0' PRECAST f1)5 lob 50 51 51 TABLE No. 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 8" RECESS DOOR HEADER LINTS. ENI CLEAR SPAN LNEL TYRE LNTEL STEEP t381LLSP GRAVITY DAPACFT GRAVY CAPACITY Oft (Sm GRAVITY CAPACITY (IA61. f45U Unn CAPACITY Ifit f1)iAl UPLIFT CAPACM (AL (2)4U i�SAR 3-e 360 4'-e' 1 2'4s I PRECADT I (DR I Q) ISI RIDSMS 863 3 4'-2' a'-' PIRSOAST (a)4 (1R Id2 we II life 4 w? 3'-01. PRECAST (214 111 *3 Q30 I 896 SBb 4'-0 9'•4' PRSCJSFT 0) 0)R C06 10e WN 896 N 44' 1 D) 2 046 MWI 54' R III (2)Y 4'ie 69e 6W bw PA T-B' 1 6-4. 1 1 /11q 35 568 %a RES MR WAS, 1 s'4' 111 3K W 400 31D 9'-0' '4' PFEC'Abi (i1M 2t3 45 IS 291 RID 2A, CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3, MASONRY: 31 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 61-EOIFICATION OF THE NATIONAL CONCRETE MASONRY A660CIATION AND ACI 530-05, 32, MNIMUM MASONRY UNIT STRENGTH: FM 1500 PSI. 3A MORTAR SHALL Me! TYPE 5. 4, STRUCTURAL. ALL SAFE LOAD VALUES ARE BASED ON LINTEL5 HAVING A BEARING OF 6" (WITH A MINIMUM ACCEPTA51.E BEARING OF 41 PER FLORIDA 151J LDIWK CODE RESIDENTIAL, 6TH EDITION (201V, SECTION R606.14 OR FLORIDA BUILDING CODE RESIDENTIAL, 5TH EDITION (2014), SECTION 2104.15 1) #5 our-nNUOUB (1) #5 CONTINUOUS B'X18' KNOCKOUT BLOC( 'fb' S-X16' KNOCKOUT BLOCK • • •. I • r • ; PLACED INFEFI JT) PLACED IN FIELD) •: ; ' TOP BARS: r ' •- t..: TOP BARS: • .�" SEE SCHEDULE ': e3 a SEE SCHEDCAE •�' (1) 05 CONTINUOUS " • (1) 05 CONTINUOUS '3 T K-O- •3 (ilEb (1R STIRRUPST 4•-0" cc r (TIm-OSTIRRUPS R WELDED) lip BAR BOTTOM BARS SEE SCHEDULE (PRECAST) SEE SCHEDULE 8/16-S-(1) #5/(1) #5 PRECAST (2:) STRANDS 7/18--- 7 HIRE STRESS RELIEVED CAB EI PREST�D 1R. 8/16-S-0) #5/(1) #5 PRESTRESSED e19 MH TABLE No. 6 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" K 32" COMPOSITE LINTELS LNTEL UPON CLEAR SPAN LNTELTYPE LMIOL STEEL GRAVITY CAPACITY (Oft (IMU GRAVITY CAPACITY rift (Im UPLIFT CAPACITY (IltL (P50 UFLFT CAPACITY (Ift Um 9011'ait" TOP SAR $ W 14' PRECAST (2)R WDOm WOee Gam@ a,. PRECAin (2)n Wm®m V1" IeLOm WBWD -TV- Te PIECAR f2)n (2) `2 926 W¢Wm Wmmv 10029 3.2' PRECAST f21R (11R 694e, Vale al W@e0 3.4' CAST fa)1 a)R (a&4 1021 1 we 1mm00 4 9 PRECALT (119 IV Wm00 1 Wm@@ 510' 4-6' PRECAST (2)5 1?)1 6U{3 law 1816. cow 6.4' 9.1. PRECAST G) N 2) n GoOW ImDmO 6829 loom 6.6' S-2' FECp9i f11N (11n 10900 10000 6155 100m0 5.4' FECA01 l2)N (2)n Immvm 5BII 10m0D 14. -1' CAT N (11 R 011 Sol 10000 6916 14. -4' PRECAST W f214 0112 10000 4KAO240 1 8491 -0• 6 - ' PRECAST N (Vn IMOV 1151 04' m'-0' PRECAST f2)% W (v.2 1 lbW3 So* %5 1000 9•{' 8'-e T F1ECA9i (2)N (1)R 5293 5293 $121 6501 Fill f31N - _ 4mI 5043 1m% 4148 ' m- CAOT (1)5. IN 9 Q11 4111 Ins -B' 5T (2)5 (119 91a W.V. I. " C457 -5Ds WI WI 2099 M w-" S-4' Q'40' RECA51 CW a) sMs 2930 2998 -0 Q'' CA6t OUS (11 114 21X Fv lbm m UUM 5'd'T -e,' PRE9TREEBFD (2)4 2945 M 6B3 uee3 ' '-0' PRE611ESSE0 (2)M (114 5 W55 FY-4' IB-0' PRESTRESSED (2)9 19 b PRESTRESSED f) sell 1W-o' PRLSiTEel (V5 (2)9 MT3 V 34B ,..a 2e'-B' TRESSED Ili (1) 9 2"' la a. REBTRE89ED a j (2)'3 IMP 1 TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8' X{ 14" RECESS DOOR HEADER UNIEL _1101il CLEAR 5PA4 Lkil TYPE U1011 STEEL GRAVITY CAPACITY i0ftfIPW GRAVITY CAPACITY (tSLMW UPLIFT CAPACITY (hs_r)9U UPLifi CAPACITY flr'ril (2MJ1 E4mTcn SAR TGP SAR 3-TI gg8 0000 PREWT f1/R () US1 m@ 1440 OP 'r-r F-W' RECAST (2)"1 W111 330 W56 6143 1 Wm00 a4' 3'-0' PECA51 aDv (2)n 3300 W53 bag 1 %06 448. V CA5T (2)1 ft)R 251 62N Sea t216 V4. IA41' RECAST UPS 3514 3NO 327 W92 V-9' a-4- MC15T (194 ann 1t3B 2l39 2259 1855 T-V 6'4' CA5T a)% ) 2100 2W 645 2219 B'-6' 11-41 Pf£CAii f 4 IOW 1241 1TeS 9'-0" B'-4- PfecA9T 0)% WR 16N 436 914 an -41. 7:a 31, 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.abdosigngroup.com AA #: 0003325 r �IIIIIIIIII .vv0000vvo� ISUIEM a Sc L.OT: OAKLAND LAKE LOT 10 MODEL. 1833 {�{� XXX00- 00 PROJECT*: 02784.000 00010 PAGE: LINTEL LOADS & DETAILS CAST-CRETE/ LOTTS 160 MPH EXP. C ARCKTECT: STATE OF FLORIDA ?g A ABOIJCWACRA AR NO 937123 DATE: 8 /14/18 SCALD: 1/41e=1$_0" SHEET 3. 1 OF eJ SQ.FT. CALC.'S 15T FLR. LIVING 1,833 SQ. FT. TOTAL LIVING ENTRY GARAGE 1,633 22 411 SQ. FT. SQ. FT. SQ. FT. TOTAL PATIO 2,266 21 SQ. FT. SQ. FT. .U51C VOLUME LIVING 15,94-1 SQ. FT C ONION ENT AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND GUSTS } 3OUAFE WN./DR WN/DR. SUECALL ZONE 160 MPH WIND FOOTAGE DESIGIIATION WDTH F� 1 22 30(08 E)R. 40' 80" 4 21.S / -30.4 2 34 35-SH 53, 63, 4 31.65 / -41.11 3 112 I6 -0, 1132' 84' 5 25,SI / -3139 OHGD 4 11 25-6H 36, (03, 4 213.65 / -3220 EGRESS 5 11 25-514 38 63, 4 29b5 / -38.61 EGRESS/TEMP. 6 54 8068 SGD 98' W. 4 2132 / -29.88 1 33 (2) 25-6H 15 1/5' 63 1/4' 5 2630 / -36.18 EGRESS 8 22 2414 TRANSOM- 24' 14' 4 30.64 / -3220 TEMP. 9 34 35-SH 53, (03, 5 31b5 / -41.11 WIND DESIGN CRITERIA A. 5ASIC WIND SPEED MPH (3 SECOND GUST) VULT=IFO / VA8D=124 MPH 5. INTERNAL PRESSURE COEFFICENT=+ .18 C. RISK CATEGORY=TYPE 11 D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS t CLADDING PRESSURE ARE BASED ON THE vult DESIGN WIND SPEED. F5CR, &TIH ED. (2011) ALLOWS THESE PRESSURES TO 5E MULTIPLIED 5Y 010 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED 5Y PRODUCT MANUFACTURER'S• 4 1/2" 2'-0" 11-0" > N �r m 2x4 WOOD AWIED—/ s *1 O.C. CABINET S ECTION Ii a I in m m 10 a -0" 14'-/0" O(EGRESS O 0AT3I00� O EGRESS — — 8068 SCsD TEMP c TU5/uH5. n 41 SHOWER HEAD SHWR e V-8' AFF. BEDROOM 2 10'-1' x 11'-2' 8'-8' CLG. BATH 1 m OWNER'S SUITE @ s'-s' CLG. 12'-10' x 16'42' GREAT ROOM i' m 16'-2'xl4'-6' 8'-8' CLG. 26 @ ® C 7'-0" 2' 4" 4' 4" 4' 10" 0" m 8, 3'-8" 2' 5" 2' 11" 10'-3" C r iw a Rrr BEDROOM 3 4 C 8 10'-0' x 12'-8' R/7 — III- i n dl 11 _' i,p�.� i -- 1 nm M VNN it- n1i I UN 2'-10" 2R-ISH 8'�s'CLC,, i�ilii NI 4-2------�iT 7' 7" S' 11" 00 i --i� 4 In _ I°Ifl O.SUITE M.T. BATH I I I II R (AMA R/T C m KITCHEN v I I I x >O I I( ) s'-e' CLG. V-8' G- WICI g � l L— A i i I WH COND. �}'� I 8'-e' CLG. I L — — -I „ 6x 5H f I $ L -----J c0- r `^ L--- IR-ISH 0 H�Ap�j�' a 1'-4' 22X36 2x8 ATTIC / ACCESS 7' 0" 6'-O" 8' S 4'-4" 4" 8" O'-✓%" 0'-S" 2'-4" 0'-10 III 4 III e 6,-8 I I I - I �I 2—CAR GARAGE r I I I m IF11 19'-2' x 20'-0' N FOYER ICI DINING ROOM B'-&,CLG. ELECTRICAL W I I I r I I IO'-6'xu'-g' PANEL DEN - 111 I I 8'-8' CLG. PAp-OUT 12'-2'xl2'-I' =III I I 8'-8' CLG. C R/T ! —O STRUCK 5LOCK ® GARAGE WALL O 35 SH O 3 — — — 16'-0' X 1'-0' HGD ENTRY- 35 SH ----------------- 8'-8' CL3. V 4'-8" -0" 4 C ' 4 /o' 2 3 16'-0" 2 3' 11'-10, S'-S" 9'-0" 20' 6" 50' - 0" FLO 0� JPL N SCALE: 1/4 = 1'-0" ELEVATION 'E5" a 0 ro I 0 5M A R C H I T E C T S 4Design Grou Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 W 2 0 h U 0. 6 A � Q q A a co a zo- 0 TJBDIV. 8e LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT#: 02784.000/00010 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA DATE: 6 /2 9 /16 SCALE: 1 /4"=1' — O" SHEET 4 OF 9 I 0 2018 SQ.FT. CALC.'S IST FLR LIVING I,833 $0. FT. TOTAL LIVING ENTRY GARAGE 1,833 22 411 W. Ft. 50. FT. SQ. FT. TOTAL PATIO 2,266 21 SQ. FT. 60. FT. :URIC VOLUME LIVING 15,941 SQ. FT. COwPOF6lR AND CLADDHO W D L OADB BAM WIND EXPOSIT iE FOR 9 SEOGID GLUM SAGE CALL. 4 DEBIGMT011 2OFE 1aD MPH WIND WIll HEIOHY 1 22 3068 DR 40' 80' 4 219 / -30.4 2 34 35-61,4 53' 63' 4 31*5 / -4111 3 112 16'-00x'-0' 192, 84' 5 25.91 / -313S 4 Il ESS 38, 63, 4 29AB / -3220 5 11 25-SH 38, 63' 4 29b5 / -39.81 EGRE881TEMP 6 54 8068 SGD 98' 80' 4 2132 / -29M 1 33 (2) 25-SH 15 1/8' 63 1/4' 5 2830 / -36.16 EGRESS 8 22 24Pt TRANSOM. 24' 14' 4 30.64 / -3220 9 34 35-614 53' 63' 5 31.65 / -41.11 WIND DESIGN CRITERIA A. 5A51C WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=I24 MPH 5. INTERNAL PRESSURE COEFFICENT-+ .I8 C. RISK CATEGORY -TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. P50K 6T44 ED. (2011) ALLOWS THESE PRESSURES t0 ESE MULTIPLIED BY 0b TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURE0. NOTE: L PRIOR TO DRYWALL INSTALLATION ON ALL FR41MICs MEMBERS 2'-C' FROM T1E FNISH FLOOR WILL BE SPRAYED AND TREATED V TORTE A TERMITE TREATED SPRAY 4 1/2' 2'-0" 1'-0" ° C m 20 F 4116, O.C. CABINET SECTION I@ KE Nt I m 9' -0' 23'-9' 31-011 21-4" v -6" df 9 PATIO 25-SH O (Kx EGRESS — — BOSS SCsD I tEl'1P = I 0 TUB/ H5. SHOWER HEAD SHWR ¢, e m in ° BEDROOM 2 IG'-1' x II'-2' `t r � a' -a' cLG. BAT$ 1 a m OWNER'S SUITE � in �IllCL& 12Al 8 exca�.�a� '� GREAT ROOM 16'-2'xl4'-6' m a'-e' CLCZ Ig' 11 > 7 �J g in R/T 0 . C �'-0" 2'-4" 4'-4' 4'-10" 11'-0' m 8' I 3'-8"lz 2' -5' 2'-11" jz 10'-3' C i- -----------� C — R/i BEDROOM 3 4 C �0 W-W x IT -a' — NC — _ — — — — — bl i+l 8'-9' MAL i£ > III - ;``. a T zz m ro 'vl 1 0 e e i ..` i, I , �'„ m I I In - .'D� . I cy ii r-- —�+ cv I I nil I I 2 -10 LAWN ii I _ 4'-2" -- 2R-ISH a -a " 0 IL IT I I 0 % 0 — ,; O -- ��', I I r i dEl C.SUITEBATH (AMA) V- A� RRI� i �+ KITCHEN �r I j I< WD I I I B'a'a� I I 11IC I LL—J A iiI it COND. v�1<1 7 I a'-e'CL� I I --rt n I I t� L n J a WLLA 3-4 rca) —� IR-ISH a '_ ' L — —22 9 2x8 X — — — AttIC 1'-0" 6'-0" `� 4'-4' 4' 8 11 10'-6" 6'-61 IZ 2'-4' 10'-101ACCESS R HEAD III 4 III s 6'-81 AFF. :� I I I _ I I 2—CAR GARAGE I I I m I�I �, 1 _ FOYER I I DINING ROOM lees 8 2 ELEc1R1CAL •III r ' III a"8I I 1ID'-6'xll'-9" PANEL DEN III I I Ill GLCL PAD -OUT I2'-2'xl2'-I' III I I e'-a' CL C RR I _O M7 sTRucK BLOCK 6 GARAGE WALL o35-SH o 5. 35 I6'-0' X 1'-0' -0° 41-54 '-0" 4'-6" 41-&' 2'-3" ib'-0" 21-3' II'-10' V-8" 9'-0" 20'-6' FLOOR PLAN SCALE: 1/4 - I'-0' ELEVATION 'B' a A R C H I T E C T S 4ues i n Grou Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-7746078 FAX:407-774-4078 www.abdesigngroup.com 1 AA #: 0003325 r �mnnm `00mOG30pp� E 8 E 00 C SVHDIV. 8e LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT#: 02784.000/00010 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA DATE: 6 /14/18 SCALE: 1/4"=11— 0" SHEET 4 or 9 ATTIC VENT CALCS OF ATTIC 1833 %Ff. NET FREE VENMAnON AREA REQUIRED 1/300) QI 8QIT REQUIRED VENTILATION AREA (8.11 x 144) M.8 SQ.I1 MIN. REQUn= VENTILATION IN UPPER PORTION OF ATTIC (0.5 x 879.8) 439.9 841N OFF RIDGE VENTILATION AREA 115 XIX,,' S' SOFFIT VENT VENTILATION PER LF 11.74 %A/IF TOTAL # OF VENTS REQUIRED 8.88 TOTAL # OF VENTS PROVIDED 4 REQUIRED SQDR VENTILATION IN TOP OF ROOF 440 8Q I L REQUIRED LF OF SOFFIT VENTILATION 38 LF PROVIDED LF OF SOFFIT VENTILATION 72 LF ------------ TEXTURED MMENTIOUS ` COATING PER (ASTM C CS26) (T'I'P) READ ELEVATION SCALE: 1/4' = I'-V ELEVATION 15' �n N/D.1 DTL. SHINGLE OR TILE (TrP) TEXTURED CEMENTIOUS COATNG PER (ASTM C926) (TIP) LINE i — — b- TUJt IC emo 4- Tuc KHImp V T O N T E T 'P VA X X V N STUCCO E1ANq STUCCO BAND Ilu' . SCALE: 1/4 a 1'-0' ELEVATION 'B' rW • ` ` "s�• • T 1 4DR. HGT. COACH LIGHT /-TEXTURED CEMENTIOUS COATING PER (ASTM CW6) (TTP) �■ &. & - ■ e 6'-8' I-1DR. I-4CxT. -- 0'-0' FIN. FLR - ----------------- ---------------- TEXTURED CEMENTIOUSS (u� COATNG PER (ASTM C C526) (TYP) —_—_—_---- 6 -8" HDR. PGT. -- 00'-0" FIN. FLR. ---- a' -a' BRCS. HGT. fo'-a" PDR. 1-ICsT. 0'-0' FIN. FLR LEFT ELEVATION SCALE: 1/4' ■ I'-0' ELEVATION 'B' IRIG IT ELEVATION SCALE:: 1/4' - 1'-0' ELEVATION 'B' o8'-8" 51RS. HGT. o6'-8" 1-IDR. HGT. oO'-O' FIN. FLR. A R C H IT E C T S LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � ��IIIIIIIIII E 8 cd E .0 C L SUBDIV. de LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00- 00 PROJECT#: 02784.000 00010 PAGE: ELEVATIONS 160 MPH EXP. C DATE: 6 /14/18 SCALE: 1/4"=1'-0" SHEET 5 OF 9 C O N N E 4T O I S C jE D$E CONTRQL DATE01-01-15 SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER META-16 1450 HTA 16-la 1400 (1) 10d x 1 1/2" -PLY, (6) l,d 2-PLY, (USE. (101 Il X I Irz' - NO 166 OPTION) (2) META-16 1505 (2) ETA 16-18 20ID0 (10) Val x 11/2" I -PLY, (USP 00) Imd n I IC') 19m0 (14) 16d 2-PLY (UeP, NO 16d OPTION) HETA-16 1510 ETA 16 ISIS (8) 10d x I In. I -PLY, (0) Ibd 2-PLY USP: 110) 10d x I IQ', NO Ibd OPTION HETA-20 1810 LTA 20 1615 !9) Imtl x I IQ' I -PLY, (8) 16d 2-PLY U5P; 00) 10d x I V2', NO Ibd OPTION ?. [if(21 HETA-20 2035 (z) HTA-zm 3110 (10) Imd x I IR" IHELM USP (10) Val a 1 a, 25m0 (IL k.tl 2-PLY (USP: NO Ibd OPTION) Z O LGT-2 CSO LUGT-2 IBIS (1) - V4' x 2 V4' TITEN, 2 PLY (USP: ILK (5)1/4' We, WOOD (16)1Od In DETAL-20 2480 NO USP CONVERSION FOR SIMPSON DETA .-20 (IS) - l0d x 1 1/2, 1 PLY gMGT • 3S65 MUST HOOD fU 5/8° A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (22) 10d TO WOOD (USP, (25) Imd T) WDOO) HG7-2 • 10930 HUGT-2 5365 (2) 3/4' A.T.R N HIGH STRENGTH EPDXY (MIN. 12' EMBED), (16) IOd TO WOOD (USP: WOOD (8) ICE) HGT-3 10530 HUGT-3 9365 (2) 314- A?.R IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), 006 IOd TO WOOD (USP: WOOD (40 Val) LGT3-SDS25 3255 LUGT-3 5330 (12J 5D5 I/4'k2 iR' TO GIRDER (4) 3/0° x 5° 71TEN Np TO WALL (USP: CONIC. (413/8° X 6' WECiiE /OLT, WOOD (12) W825) LTA2 1210 PARALLEL TO WALL 1425 PERPENDICULAR TO WALL _PTA 1556 (10) 10d x I-1/2' (USP: (10) and x I IR" VGT 4940 NO USP CONVERSION FOR 5INP50N VGT (U S/8" A.T.R. M HIGH STRENGTH EPDXY (MIN, I2' EMBEP), (16)-8D6 V4"X3" TO WOOD (2) VGT 1155 NO USP CONVERSION FOR SIMPSON (2) VGT) (2) 5/B' A.T.R N Hr.H $TREFKTH EPDXY (MIN. R' EMBED), (32)-5DS 1/4'X3' / 2 PLY MTS-12 1000 MTW 12 1595 (14) Imd x I Irz' (USP: (14) 10d x 1 1/2", (14) IOd) HTS-16 11SO HTW 16 IS60 (IS) 106 x I IR° (USP: HIS) 106 x I /T, (16) Imd) HTS-20 1450 HTW 20 2045 (24) 1Od x I l2' (USP: (24) 106 x I IR', (20) 10d) HTS-24 1450 HTW 24 2045 (24) 106 x 1 V2' (USP: (24)10d x 1 IR', (20) 1Od1 LSTA-12 .• 925 _5TA 12 9Tm (10J 10d USE,, (10) Imd LSTA-15 •• 1235 LSTA 18 1360 (14) Imd U5Po (14) IOd MSTA-IB « 1315 MOTA-18 1315 (14) 10d USP: (14) Imd Cn M5TA-24 •• 1640 M6TA-24 IISO (IS) Imd War: GIB) Imd MSTA-30 « 2OSm M5TA-30 2140 (22J 10d USR (22) 10d F— N MBTA-36 ++ 2050 MSTA-36 2525 (26)106 USE: (26)106 M571-36 3600 K571 236 3m90 (36) Imd x I S. u5P: (36) 10d x 1 Ia. MSTI-46 5065 KT51 248 4250 148110d x I Irz' USP: (48) lmd x 11/2" H6 S50 LFTA 6 1595 (8) Bd TO PLATES, (6) Bd TO 87UDS (USP. ❑6) Sal x 1 I/2', CIS) Sal) 5P4 885 SP(4 545 (b) Imd x 1 1/2" TO STUDS U5P: (6) Imd x I IQ' TO STUDS A34 395 MP 34 410 (4) ed x 1 1/2" TO BEAM, (4) Sd x I Irz" TO POST UBP: (40 Sd x I Il TO BEAM, (4) 86 x 1 1/2" TO POST. HCP2 645 HHCP 2 1010 (12) I0d x 1 1/2" USP: 0G) Imd x 1 Il TO TRUBQ 00) IOd X 1 1/2' TO PLATE HIVE 1340 RT 6A 2100 (15) 1" x I la" USE, (5) 106 x I IQ' TO TRUSS, (8) IOC X I I/2' TO PLATE VGT e Hi 4565 PTO 44 4535 (11 1/4"x3' TO WOOD, (101-8D5 I/4"x2 VT W/ THREADED ROD, (2) NUTS/WASHERrz PLY USP: 5/5' ATR MIN l' EMBED SET N HIGH STRENGTH EPDXY, 00) WSW WOOD 6CREW5 VGT A HD115 4940 TDX 10 5110 (16)-SDS 1/4'x3' TO WOOD, (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUTS4UASHER/3PLY U5P: 1/8" ATR MIN. T' EMBED SET IN HIGH STRENGTH EPDXY, (4)1/S" THRU-BOLTS O Z 0 AM 44 22M 6665 PAU 44 2535 b115 (I) 5/5" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. TEMBED.) IN CONC, 02) Ibd TO WOOD USE; SAME AS SIMPSON AM 66 2300 12000 PAU 66 2535 13515 (I) 5/5" ATR IN NIGH STRENGTH EPDXY, (MIN. T EMBED.) IN CONC., (12)166 TO WOOD USP: SAME AS SIMPSON LTT19 •• 1340 LTS 19 1205 (1) 3/4' 4.T.R N HIGH STRENGTH EPDXY, (MIN. l' EMBED.) IN CONC., (5)10d TO WOOD USE, SAME AS SIMPSON LTT2OR ... EOw LT5 205 1105 (D 10' A.I.R. IN HIGH STRENGTH EPDXY', (MIN. T EMBED.) IN CONIC, (IO)Imd TO WOOD USP; 3/4' ATR MIN 1' EMBED SET IN HIGH STRENGTH EPDXY, (10) 106, (10) 106 x 1 VP', 2-1a- HTT4 4455 HTT45 4465 (U 5/6° A.T.R. N HIGH OT�NGTH EPDXY (MIN. 1" EMBED) IN CONC., (IS) SDFO X I Irz" CUSP (20) S6 X 2-IR9 USP HAS MORE NAIL OPTION61 QEO 10d, (20) IOF x I-IR", (20) 166 x 2 11 Z Q HTTS sow Hi 543m (V 5/8" A.T.R IN 4IGIL STRENGTH EPDXY (MIN. T ENI IN CONC-(26) 16d X 2 1/2" (IUSP: (20) I"X 2-IR9 U5P HAS MORE NAIL OPTIONS: (25) IOd, (25) Imd n -Irz', (20) Ibd x 2 1/2' HH00II-5D5 25, 11,510 UPHD II 12090 (U I' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CCNC, (24> SDB Ye' x vi' RCPD 9CREW3 (USP: (24) W6i YK)OD BCI�WS) HD15 6645 TDX 10 5110 NO 1/8' AS. IN NIGH STRENGTH EPDXT, MIN. T EMBED.) IN CONC., (3) 314° STUD BOLTS TO WOOD CUSP: (4)1/5' BOLTS) W V, Z MBHA 3.56/1125 3415 5330 NFM35X12U 3165 1130 01MP00N: CD 3/4' AYE, IN HIGH STRENGTH EPOM, MIN, 615° EMBEDMENT) IN CMU TOP, (1) 3/4' ATR N HIGH STRENGTH EPDXY, (MIN 6.15' EMEbOMEND N C.M.U. FACE, (IBAOd TO BEAM USE: (1) la' J-BOLT W/ MINIMUM 6, EMBED. 4 NOT LESS THAN 4' FROM EDGE OF CONIC WV 3/4' DIA IM RA'15Et/REDHEAD OYNA BOLT BLEEvE ANCHOR OR EQ. W1 MIN. S' EMBED DEPTH INSTALLED IN THE FACE. (14) 10d ATJOJST HAC412 (WOOD) 3635 2660 (PLR) HUS4121F 3Obm 2S30 (FLPJ (10) Ibd TO HEADER (IV) 16d TO WOOD USP: SAME AS 51MESON 3265 (ROOF) 3225 (ROVE)- HUCHO (CMU) 1510 5065 HP410 IF 1505 3115 (15) 1/4' x 2-3/4' MT (9 PER FLANGE) TO CMU, (10) 10d TO WOOD: (USE (18) 1/4° x 3' LLSS SCREWS, (10) 106 TO WOOD. = HUC210-2 (CMU) ISO 5005 HP210-21F IS05 3115 (16) 1/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (IO11Od TO WOOD: CUSP- (1a) 1/4" x 3' WS3 SCREWS, (10) IO d TO WOOD HUC210-5 (CMU) laic 4000 4D210-31F 1505 SITS (16) 1/4' x 2-3/4' TITEN (S PER FLANGE) TO CMU, (IW IOd TO WOOD, (U5P = (15) 1/4" x 3' L53 SCREWS, (10) I0d TO WOOD LGUM26-2-SDS 1430 5505 NO U0P CONVERSION FOR SIMPSON LGUM26-2-SDb (4) 3/8' x 4' TITEN LC ANCHORS (2 PER FLANGE) TO CMU, (4) I/4" X 2 V2' SDS SCREWS TO WOOD HIGH STRENGTH EPDXY - SIMPSON 'SET EPDXY -TIE'. CONTACT THE ARCHITEOTENGINEER OF REDORD FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR 51MILAR EPDXY PRODUCTS OR U5P - CIA ADHESP/E ANCHORING SYSTEMS. • WHERE ANCHOR EMBEDMENT 15 GREATER THAN I DEEP, THE VERTICAL CELL IN C.M.U. WALL MUST BE FILLED 50LID a/ GROUT. •+ 10d COMI-ION NAILS CAN BE SUBSTITUTED WITH 10d x I Irz' NAILS IN CONJUNCTION WITH A 23. REDUCTION IN THE ALLOWABLE LOAD. WRITTEN APPROVAL FROM THE ARCHITECT IS REQUIRED FOR THIS APPLICATION PRIOR TO NbTALLATION_ (N ++ MINIMUM EMBEDMENT INTO THE TOP OF A 5OND5EAM WILL BE 5', MINIMUM EMBEDMENT INTO THE FOUNDATION WILL BE 1' W I— 0 AiR • A-301 ALL THREAD ROD (SIZE, PROTECTION TYPE, LENGTH, ETC. VARIES) Z BECAUSE OF THE WIDE VARIETY OF MATERIALS, LOCATIONS. AND CONDITIONS THAT MAY AFFECT CONF:IEGTORS, THE CONTRACTOR MUST BE RESPONSIBLE FOR MAKING SURE THAT THE PROPER CORROSION PROTECTION IS USED. WHEN 051NG STAINLESS STEEL CONNECTORQ USE STAINLESS STEEL FASTENERS, WHEN USING ZMAX / HDG GALVANIZED CONNECTORS, USE FASTENERS GALVANIZED PER A51M-4153 USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL BASIS AND MUST HAVE WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER OF RECORD PRIOR TO USE. ALL CONNECTOR VALUES 545EO ON SIMPSON "WOOD CONSTRUCTION CONNECTORS C-2013' , 'HIGH WIPID-RESISTANT CONSTRUCTION C-Hi AND ANOHDRING C FASTENING SYSTEMS FOR CONCRETE ! M45ONRT CATALOG C-OA8-2012 MINIMUM WALL AND HEADER STUD REQUIREMENTS MAXIMUM HEADER SPAN (ft-) UP TO 61-0" TO 01-0- I W-II In' V-11 I/2• AND UP NUMBER OF HEADER STUDS OUPPORTING END OF HEADER I 2 3 NUMEsER OF FULL LEWsl 81 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 AREAS 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 BYTRUSS 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 �l/8 J2 J4 J16 JS is is is is is J6 J2 (2)I-ETA-20 "f 7 (2) FETA-20 DIAGONAL5 FOR BOTTOM CHORD 3RACINr: is 20)I_n4 ne— MA),( (TYP ) DIAGONALS FOR BOTTOM CHORD R;2AGINrK A 2ol (JP' MAY ROOF FRAMING PLAN SCALE: 1/4 • V-0" ELEVATION "B" ft � J2 J4 X is J8 is JS A R C H I T E C T S LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4075 www.abdesigngroup.com AA #: 0003325 r � �IIIIIIIIII �oovoeg S'UBDIV. de LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT*: 02784.000 00010 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C DATE: 6 /14/18 SCALE: 1/4"=1'-01" SHEET 6 OF 9 e'-0' FIN. FLRJ, P.T. Ix2 W/ MTL. PAvEi ♦ ENTRY SECTION TEXTURED CEMENTITIOUS COATING AS PER (ASTM C92(p) (TYR) A R C H I T E C T S 1441 N. HUNALU HEAGAN ULVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 1 �II'lllll'I ovoav0000r SVHDIV. 7LAKE OAKLANDLOT 1 MODEL: 1833 XXX00-00 PROJECT#: 02784.000/00010 PAGE: ENTRY SECTION 160 MPH EXP. C ARCHRECT- STATE OF FLOM N9 DATE: 6/14/18 SCAZM 1/4"=i'-0" SHEET 7 OF 9 ELECTRICAL LEGEND SYMBOL DEFINITION NOTES 110V DUPLEX RECEPTACLE 1 FLOOR ® MOUNTED DUPLEX RECEPTACLE lov SUNTCHED BOITCM HALF &WCA V DUPLEX RECEPTACLE �C 1101I GFI DUPLEX Eal"M IV CfOM FAULT N �rtm)IR REBIaTANr I RECEPTACLE 220V RECEPTACLE 4 UIIRE COPlEGT10N d IIOv DUPLEX EGURq ED W C4= FAULT INIMM ER NEAR PROOF) I RECEPTACLE $ SWITCH $3 3-WAY SWITCH 4 4-WAY SWITCH LIGHT FIXTURE - WALL MOUNT LIMIT FIXTURE - CEILING MOUNT LIGHT FIXTURE - RECESSED LIGHT FIXTURE - HANGING LIGHT FIXTURE - CEILING MOUNT LED LIGHT FIXTURE - FULL CHAIN LIGHT FIXTURE- KEYLESS K �R LIGHT FIXTURE- VAPOR PROOF V.P. LIGHT FIXTURE - PENDANT ® EXHAUST FAN MOTOR - LIGHT STRIP LIGHT FIXTURE- FLUORESCENT LIGHT FIXTURE - uc UNDER CABINET — LOW VOLTAGE PANEL ® PANEL METER SMOKE a4TT. BACK-UP Ulf NARDUIRE SD DETECTOR fNMWC4d�E= CARBON MONOXIDE SAM BAC -W V NAF MFE ® DETECTOR wERrol�e�lEo1>:o CEILNG Box Fiam TO BE OJ-BOX BIIFrORW M ACCMANCE V BOX MARW AS SUCH FOR Nsr'ECTION FLOOD LIGHT DG DOOR CHIMES TV TELEVISION JACK TELEPHONE JACK 4 GAS OUTLET LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE#D2) HOUSE PLAN: 1833 LOAD INFORMATION VA 1833 SQ.FT. GENERAL LIGHTING X (3) — VA PER SQ.FT. 5,490 (2) 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA. 3= (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) 20 SUBTOTAL OF GENERAL LOAD 46.746 FIRST 10 KVA OF GENERAL LOAD AT 100X 10000 REMAINDER OF GENERAL LOAD • 40%= 35,745 VA x (4) KM TOTAL NET GENERAL LOAD KIIIIS 4—TON HEAT PUMPA 30 AMP X (240 VA) = 7200 4—KW ELECTRIC HEAT 5000 VA s (66X) 3= NET GENERAL LOAD 24.E NET TOTAL HEAT 10,00 TOTAL LOAD 3U48 CALCULATED LOAD FOR SERVICE 35,148 VA / 240 V= 146,45 200 AMP SERVICE ELECT]�ICAL PLAN SCALE: 1/4 = I'-V' ELEVATION 'V' TRANSFORMER BAWI 80kVA VOLTAGE- 1620/13200-240/480V SERVICE: SINGLE PHASE TYPES UNDER31ROUND AVAILABLE INITIAL SYMMETRICAL FAULT CIRCUIT AT SECONDARY SIDE& 020/240 VOLTS) MAXIMUM FAULT CURRENTe IWW amps POWER COMPANY TRANSFORMER SERVICE BY OTHERS NEMA 3R M 200 AMP. 200 AMP ELECTRICAL RISER NOTE: ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY W/ APPLICABLE PROVISIONS OF THE NATIONAL ELEC. CODE, LOCAL CODES, AND THE LOCAL POWER CO. (3) 01 THHN/THWN COPPER CONDUCTORS. (I) s 6 THHN/RHWN COPPER GROUND IN 2" CONDUIT. COMBO DISCONNECT AND METER CAN PHONE / DATA U AAI14M PROOF BOX 200 AMP 120/240 VOLT 42 CIRCUITS MLO INTERSYSTEM BONDINCs TERMINAL AT LOW VOLTAGE CONNECTIONS PROVIDE 04 THHN/THWN COPPER CONNECTED TO CONCRETE ENCASED FOOTER STEEL AND COLD WATER PIPE. NOTE: IF PVC 16 USED THERE IS NO BONP/GROUND TO COLD WATER PIPE. COACH - - - COACH LIGHT - LIGHT GABLE / TV WEATHER PROOF BOX A R C H I T E C T S Design p 10U lf,nc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA N: 0003325 r �II"I'll'I �ovoov0000r, 8iTHDIV, di: LOT: OAKLAND LAKE LOT 10 MODEL: 1833 xxtoo—oo PROJECT#: 02784.000/00010 PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT- STATE OF FLOR DA DATE: 8 /14/18 SCALE: 1/4$$=1'—o" SHEET g OF 9 .. Planning ; Development Services DepartmeI r Ctt.t NT : ; r Division Product •eview ' i. Building Permit # Owners Name Applicant: Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type i Method of Attachment Windows +32.37/-42.62 +50/-60 DP Ply Gem Series 4712 Flange FL 14039.1 Norkmpatlt M 10 Wood Screw w0h sudtdent lergt t to atKava 1-IW ambeament Raquead anctwas: Head (3,, Jamb (3) Mullions N/A +/-75 DP Ply Gem Series 4700 Flange FL 15264.2 N/A UW Y4* Ts=nwd uMvorOi10rgth:oae eelw-n«ndlwmembedman.wch2Wn, ,m **V dstwce. Fixed Glass +29.65/38.87 +1-55 DP Ply Gem Series 4701 Flange FL 14434.1 Non -impact ' a "3 wow sceew w M wfflden! length to acnieve 1.1r4- embedment. Requved anchors: Head (3). Jamb (3) Block Glass N/A N/A NIA N/A N/A N/A I N/A Skylights N/A N/A N/A N/A N/A N/A " NIA Sliding Glass Doors +28.74/-42.62 +/-50 DP Ply Gem Series 4780 FL 14634.2 Non-tmpaet 3rir Tab= wtm wftli u[min oaau ,e':+a-ambearnate. ReWlrao enohOM Hozd W(6). Jamb(5) Etch wftbp_ Swing Type Doors +30.64/-30.64 +67.0/-67.0 ThermaTru 3v-A'0'smoat Star Fbargau FL5891.5 N/A ITW Tapes W, Mn Emaednant I-W. Mr. CJaararnx wOtt" :, W IX"planar» 09oxmt bnww a': OR E= Tspma 1w, Va French Doors N/A N/A N/A N/A NIA N/A N/A Garde Doors +25.91/-31.39 +36/42 Clopay 16x7 Model 73w6 FL16546.4 N/A Jams to blaft 6A VWirWAMh 114* X I IWMAwhbow"Tapep,, MaKAp"WT1jr and 1.00' pIwaF mq kae. Hurricane Protection N/A +40/-40 Eastern Metal Supply 24ga Steel Panels FL 11964.2 N/A 1/4" Tapcan Anchors. SG Tapoons or 1/4" x 3W. All points Solid -set Anchors. Roof Ventilation N/A Roofing Material N/A N/A Tamko N/A FL18355.1 N/A 8 nab per ahi✓o9. SteMara type rmGrp r+ad, na+ shenks shot9a be 12 gm ge wad arvi m+rtvnum hand of 5P6'. Revised 07/22/2014 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 Design Prof: ARCHITECT Cert. No. ►'11 These products provide adequate resistance to the seal Date: 06/26/18 JUN 212018 A R C H I T E C T S Design r 1 )t lnc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigrigroup.com AA #: 0003325 F W 0 h W A Q A A Fobi Q 0 �t o3 v w to MMMM >. cc m 'E 8 E O C CC SUHDIV. & LOT: OAKLAND LAKE LOT 10 MODEL: 1833 XXX00-00 PROJECT#: 02784.000/00010 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA 02 DATE: 6/29/18 ' SCAT :1/4"=1'-0"' SHEET OF JUL 10 201