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Home My WebLink AboutBUILDING PLANS PAGE 1-17INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET GN GENERAL NOTES 1 FOUNDATION PLAN 5 2 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S XXX 0 0— 0 0 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF 7 ELECTRICAL PLAN FOR: 8 ELECTRICAL OPTIONS PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS 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 FLOOD AIR MEAN SNOW Speed° Topographic DESIGN a Frost line DESIGN �UNDERLAYMENT FREEZING ANNUAL LOAD (mph) effects' CATEGORY` Weathering depth' Termite` TEMP` REQUIRED' HAZARDS INDEX' TEMP N/A 160-C N/A Negligible N/A Very Heavy 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.3S CONTROL DATE 01-01-18 TO IDA B ILDIN COD RESI ENTIA (FBC ), REVISIONS 6TH EDITION(2017) 1 *ALL LOCAL AND STATE CODES r� a DATE DESCRIPTION • OCCUPANCY — RESIDENTIAL, GROUP R3 S Q . F 1 . CALC . S *CONSTRUCTION TYPE — VB *MIN. INTERIOR FINISH — CLASS C IST FLR. LIVING 1,452 80. FT. • BASIC WIND SPEED — VULT = 160 MPH GARAGE 3TI3 SQ. FT. — VASD = 124 MPH RISK CATEGORY II TOTAL LIVING 1,545 50. FT. *EXPOSURE CATEGORY — EXPOSURE C • 1—STORY RESIDENCE — ENTRY 19 SQ. FT. • 2—S RY R IDENC — MA HEIGHT PER LO L AND S TE CODES LANAI 60 SQ. FT. • STATE OF FLORIDA TOTAL 1,944 50. FT. CERTIFIED BUILDING CONTRACTOR: cualc VOLUME LIVING 12,o32 50. FT. RYAN HOMES 1450 CENTREPARK BLVD, AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA (ELEVATION B) LANAI 40'-0" 55'-4" PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 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 � De 1si n oU Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 F W 0 0 F G 0. h W Q � q x A ti b m F °Qo A N CO <h In ra N Co M E V E O r M SUHDIV. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 xXX00-00 PROJECT#: 2784.000/00001 PAGE: COVER SHEET 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA JU( 054 D i ,6*1 6/29/18 I S Al�k_ ' /4"=1'—O" INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET GN GENERAL NOTES 1 FOUNDATION PLAN 5 2 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S X0 0 _ O 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF 7 ELECTRICAL PLAN a ELECTRICAL OPTIONS FOR: 9 PRODUCT APPROVAL PLAN DI FOUNDATION DETAILS D2—D4 ARCHITECTURAL DETAILS WA1—W5 WALL ASSEMBLY DETAILS tkmjtws a n h o m e s 1. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER FLOOD AIR MEAN SNOW Speed" Topographic DESIGN .Frost line DESIGN UNDERLAYMENT a FREEZING ANNUAL LOAD (mph) effects' CATEGORY' Weathering depth" Termite` TEMP` REQUIRED' HAZARDS INDEX' TEMP' N/A 160-C N/A Negligible N/A Very 45 N/A N/A N/A N/A / Heavy DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 01-01-18 • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) m •eALL LOCAL OCCUPA CYAND STATE CODE DATE DESCRIPTION RESIDENTIAL, GROUP R3 S Q . F 1 . CALC .' S .CONSTRUCTION TYPE - VB • MIN. INTERIOR FINISH - CLASS C 1ST PLR. LIVING 1,452 50. FT. - • BASIC WIND SPEED - VULT = 160 MPH GARAGE 393 SO. FT. - VASD = 124 MPH RISK CATEGORY II TOTAL LIVING 1,845 60. FT. •EXPOSURE CATEGORY - EXPOSURE C • 1-STORY RESIDENCE - ENTRY 19 S0. Pt. • 2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES LANAI W S0. FT. • STATE OF FLORIDA TOTAL 1,S44 S0. FT. CERTIFIED BUILDING CONTRACTOR: CUBIC VOLUME LIVING 12032 S0. FT. RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA (ELEVATION B) LANAI 40'-0" 55'-4" PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 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 r �"IIII"II L\000000000J E 8 W E O C L SUBDIV. &C LOT: OAKLAND LAKE (LOT 1) 1 MODEL: 1452 )MOO— 00 PROJECT*: 2784.000/00001 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT: STATE Cr- FLORIDA D AE=: 6 /6/18 CAIXh 1/4"=1'-0" 'SHEET c s OF 8 3. 4. 5. 6. 7. 8. 9. 10. 13. 14. 15, NOTES CONCRETE ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA WILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED A. FLOOR LIVE LOADS PSF) 1 OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 Al. SLEEPING ROOMS 30 1 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE A2. ATTICS W/ STORAGE 20 Al ATTICS W/OUT STORAGE 10 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. A.A. POOLROOMS 75 A.5. BALCONIES 40 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. A.6. DECKS 40 A.7. STAIRS 40 A.B. ALL OTHER ROOMS 40 6, ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED W. B. FLOOR DEAD LOADS IPSF1 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE B. 1. ALL AREAS 10 INDICATED ON DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. C. ROOF LIVE LOADS - _ 8. CONTRACTORIOWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. CA "MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R305.6 OF THE FBCR, 6TH EDITION (2017). 9, FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). F.1. GUARDRAILS AND HANDRAILS 200 F.2, GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS; DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION ANDIOR 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 CONSTOWTION 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 COMPUTED 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 R3012.1.2OF 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" AF.F. AND MORE THAN 72"' ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW 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 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 460 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR, -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723, PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 4 9 a 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 1318INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.52: 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 0OR 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 %-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 18 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN YMCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 3. 4, 5. 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 GRACING, ONSITE 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 AB DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AB 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 13-1557. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8' LAYERS AND COMPACT TO95%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. MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ ACI 530/ASCE 5, 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM 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 R6062.11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN, REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; fHE STANDARD SPECIFICATIONN 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 1/21NCH TO 2.25INCHES (13 TO66 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 FIBERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR, 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25". 5, RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS, DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS, STAGGER SPLICES AT LEAST 25" WHEREVER POSSIBLE. - 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. CONCRETE EXPOSED TO EARTH OR WEATHER: 8.1. #5, W31 OR D31 AND SMALLER 9" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C. 1. #11 AND SMALLER 3/4' D. BEAMS & COLUMNS: D.I. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1%," 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELECTRICAL 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125-VOLT, SINGLE-PHASE,15-AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL.. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 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, TIMADCD 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: B.1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D.I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. APA-THE ENGINEERED WOOD ASSOCIATION: E.I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER, UNO. A. Fb =1,100 PSI Fv =176 PSI E=1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5, MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6, ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2" COX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16'ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUSTIE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8' OSB EXPOSURE-1 OR5/8" CDX PLYWOOD OR 15/32' APA-RATED O.S.B. SHEATHING. PROVIDE PANEL -CLIPS AT MIDSPAN FOR SPANS GREATER THAN 16' ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10, FLOOR SHEATHING SHAM. BE STRUCTURAL GRADE W SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2" COX 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 92. 14. AS PART OF PROJECT, AB 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 AB 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. 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 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 BOLTSINAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG, 20. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9M�. 21. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ &4' WIN DSPEED/EXPOSURE 160MPH/B 16OMPH/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, DI 1 iRADI\IP_ 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, 6TH EDITION (2017) " PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876. ASTM F 877, OR CSA 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 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 Y? AMAFLEX. 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, 6TH EDITION (2017) FIRF.RFSISTONT CANSTRIICTIAN 1. UNDER STAIR PROTECTION: A. ENCLOSED ACCESSIBLE SPACE UNDER 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 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: •- ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS - "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS -- CASING BEAD DETAILS -- DRIP EDGE DETAILS •- CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS -- WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS - WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 7 IN. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.102.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTM-C-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS, CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUPS 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 IT E C T S Design Grou ifinc. 1441 N. RONALD REAGAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 F W p O E. U F. wF A a q q2 N a M Eti a 0 SvsDIV. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00-00 PROJECT#: 2784.000/00001 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA JUL D u D,4,TE: 6 /2 9 /18 SCALE: 1/4"=1'-O" SHEETT JL V ®gUO GENERAL NOTES CONCRETE l f A R C H I T E C T S MI 3. 4. 5. 6. 7. 8. 9. 10. 16. 17. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. THE MINIMUM SUPERIMPOSED DESIGN LOADS AREAS FOLLOWS; A. FLOOR LIVE LOADS /PSF) AA SLEEPINGROOMS 30 A2. ATTICSW/STORAGE 20 Al ATTICS NOUT STORAGE 10 AA POOLROOMS 75 A.5. BALCONIES 40 AA DECKS 40 AT STAIRS 40 AS. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS JPSF) B. 1. ALL AREAS 10 C. ROOF LIVE LOADS C.1. - MINI MUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITI ON (2017). D. ROOF DEAD LOAD 1PSF) D. 1. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E. 1. BASIC WIND SPEED VULT. = 160 MPFI, VASD= 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 EA. INTERNAL PRESSURE COEFFICIENT (GC -pi) 0.18 E.5. OPEN BUILDINGS 0.00 E.6. ENCLOSED BUILDINGS tQ.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD /PSF) F.1. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND N 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 13ASED ON TIE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDINGADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBER6 ARE COMPLETELY INSTALLED. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR COINDITI ONS 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, 61H 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 R312.2.2 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 R302.9A OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PERR302.9.2 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, ROOF/CEILING 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 CODE RESIDENTIAL 61H ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDbq CODE RESIDENTIAL 6TH ED (2017). CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS I 3. 4. GARAGE DOOR A ENGINEERED FOR 160 MPH MIN. WIND LOAD. R DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR BTH 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 1 318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS- AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5A AS PER FBCR BTH 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 MINI MUM 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 %-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/ 84NCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOTLESS THAN %-INCH GYPSUM BOARD OR EQUIVALENT. SITE WORK GI 4. 5. 6. 7. 13. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIRSEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES PLANTING AN) IRRIGATION. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 ESE ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBEDSOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1'- 0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTENRF.L) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN % THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE: FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL RACE 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, INCLUDir4d ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARAIT&Y BY ENGINEERED SHOP DRAWINGS. 1. j 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. 'I 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'/.". 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLINGAND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED, 8. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'-W. 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRAAE UNDER ALL SLABS -ON -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). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 4021 ACI 5301 ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE'W 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 WITHASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTSARE TO BE 3181NCH 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, BTH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. B. 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 34; 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 kg/m') IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTFETIC FIBERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R606.2.4.2 (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. i 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE.'"' A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. CONCRETE EXPOSED TO EARTH OR WEATHER: 8.1. 05, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: - CA. #11 AND SMALLER 3" D. BEAMS & COLUMNS: D.I. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1%" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF.EtEDDED 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 SMOK€ DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS! SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 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 RECEPTACLES) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BS INSTALLED FOR EACH MOTOR VEHICLE SPACE. TIMBER 1. All WOODS AND WOOD CONSTRUCTION SHALL COMPLY UMTH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIR ED HEREIN A AI"ERICAN INSTITUTE OF TI MBER CONSTRUCTION (STANDARDS MANUAL) R NATIONAL FOREST PRODUCTS ASSOCIATION 8.1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C. 1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D. 1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. ARA- 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 Fa =175 PSI E = 1,400,000 PSI IS STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO, RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTIM OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR 6TH EDITION (2017). 8. FOR ASPHALT SHNGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" COX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN WON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TOLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8" COX PLYWOOD OR 15/32" APARATED O.S.B. SHEATHING. PROVIDE PANE1.4UPS AT MID -SPAN FOR SPANS GREATER THAN 16" ONCENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE'N SUJBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHIALL ONLY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OS13 EXPOSURE-1 OR 112" CDX PLYWOOD OR 15/32" APA-RATED O.S.B. OR 112 "ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS, 12. MINMUM 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 A2. 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 NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN REA. PROCESS. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R,FA. 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. 21 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. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSVTPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240. 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. 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 BOLTSMAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. 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 FLOOR/CEI LING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9W). 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 ERC, 6TH EDITION (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC. OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, 6TH EDITION (2017) " PEX LINES MUST MEET ONE OF THE _FOLLOWING, ASTM F 876, ASTM F 877, OR CSA 8137.6 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 FBOR, 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM''/l PVC (SCHEDULE 40), INSULATED WITH A" AMAFLEX. ,,, CONDENSATION LINES SHALL BE MINIMUM /° PVC SCHEDULE 40 INSULATED WITH k AMAFLEX. 3. CONDE ( ), 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 (20 f7). B. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. - 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A. .ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH X" 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 ASTWC926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: -- ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS -- 1" FLASHING -- HORIZONTAL LATH AND PAPER DETAILS •- PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS -- WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS -- CASING BEAD DETAILS -- DRIP EDGE DETAILS -- CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS -- WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM-G1063 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 7.11.1.1 OF THE ASTM-C-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING NTH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE I MPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOTA PART OF AS DESIGN GROUPS SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / 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 1441 IV. KUNALU KCAUAN DLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abd esigngrou p.com AA #: 0003325 �mm�m siJHDIV. & L.OT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00-00 PROJECT#: 2784.000/00001 PAGE: GENERAL NOTES 160 MPH EXP. C G ARCHITECT- TE OF FLORIDA A DATE: 6 /6 /18 scAim 1/4"=1'-0" SHEET G Nor 8 SECURE STRAP TO GONG. W/ (2) 3/16'x2' TAPCONS 3 1/2' T GONG. SLAB SIMP50N WB ROLL STRAP OR EQUAL SECURE STRAP TO UNIT W/ (2) O&A 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL � 2'VTR a I 2. r 2'VTR I L2►4 Vim\ pTCFEN SN(S I I AUTO VENT 2' 12, 2' 2' ' I 31 �2. �yl.\ 2' I 1) . 2 � WASH 2 TUB 2' I 3' 2' WC 3 30 3' LAY , 2' 3' CLEAN-OUr <4' PLUMBING ISOMETRIC (SEWER) 24'x24'xl2' CONC:. FTG 6 W/ (3) "5 REE$ARS EA. WAY ON CHAIRS MIN. 3' COVER (2-TYP) -3 1/2'* F- . 7h u ; i 7 CA rr C.: it a,, it II.: �i LLt jl a I I II L=JJ ■ I ii 1' PVG CHASE i POR ELEC. 0 it s ISLAND I i1 � I I in -lr---- F=1r----j d) ■ I I I I I I I I L_JL____J I x l " �.I i ' v DI -- ■ I F— - --- l� I 111 I � ■ I � WJG LAV. 21'-4" ■I -6' RECESS SLAB 29'-3' 0'-0' FIN. ELEV. N)wr-it,L GONG. SLA5 C3 IR' CO CC REMFORCED W/ 6'x6'-WL4 x WL4 ON "L POLY EnME E VAPOR DAF40R ON 9FLL-COMPACTED CLEAN FILL -----T--] 36'x60' SHOWER r Ii NI I I nil I I 1 un it uiiii — DI /3.//4�'��'p }� aaaaaaaaaaaa ja ---T 1 CONDENSATE D. aaa LINE >=ate L-----11 aaaaaaa aaa ; EXTEND — — — — — SLA511R' *-4- I I cv _J dl iy FOR PAVERS ■ I■■ I + 'I Oa I■or J r PAYERS 1 24'x24'xl2' GONG. 61 Fra 0 (3) REBARS EA WAY ON CHAIRS MIN. 3' COVER (2-TYP) PAVER EDW LINE - g ■ I DI 4 16'-01 4'-6" 40'-011 4 3 In' GONG. SLAB v 61-01 _8 19_4 FOUNDATION ]PLAN SCALE: 1/4 - I'-& ELEVATION '5' A R C H IT E C T S 6 Design Group 12 PH: 407-774-6078 FAX:407-774-4078 www.abdesigiigroup.com AA M: 0003325 11111111111 01111111111 �ovvvv0000� 9UBDIV. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 moo-oo PROJECT#: 2784.000/00001 PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHrrECT-- STATE OF FLORIDA DA": 6 /6 /18 SCALE: 1/41,=1'-o" SKEET I OF 8 ■ ■ 24'-8° 15'-10" ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 28'-6" ■ 301 -4' 0 ■ A) e ■ e m a ■ 61 � m a ■ 41-411 N N 4n ■ N ■ ■ ■ ■ ■ N 0 a► ' r ■ - 61 0 ;n j ■ m m ■ ■ ■ ■ ■ ■ 1061 ■■■ _ 3 _4 1 44� I0'-0' lot -Oil IS,S 12,_81 _6 DOWEL PLAN SCALE: 1/4 - 1'-0' ELEVATION '5' A R C H IT E C T S 4ffl— op 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIIIIII ��omooe0000� E 8 E O C SVHDIV. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 �00-00 PROJECT#: 2784.000/00001 PAGE: DOWEL PLAN 160 MPH EXP. 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LENGTW TYPE: COMMENTS L-1 IZ'-4' OM-6-MUKIJL PRESTRESSED L-2 4'-8' M2-5-(IJUKAL RECESSED L-3 5'-10, 8A 441JUMIL L-4 4'-6- 844-5-fl)VOJL L-5 4'-6' ON-VIJUKOJL L-6 8/14-6-(I)KUL L-6A 9'-4' 8A6-S-(UU/(UL L-615 II'-4' M-541)VIJL L-6C 9'-4' 8A6-541JUKUL L-� 4'-6' M4441) /IOJL L-8 4'-6' 8R4-6-(IJUKOJL L-9 4'-6' 1 8/l4-6-MUKOJL L-10 4'-6' I 8/14-VIJUKOL <^%Tm4^l6T4f LINTEL SCHEDULE LINTEL NO, LENOTI-I TYPE COMMENTS L-I IZ'-4' 8F28-B/IT F'RESTRESBED L-2 4'-6' 6M2-0BAT RECESSED L-3 5'-10. eFl6-OBAT L-4 4'4' OF24-05AT L-5 4'-6' 8F24-OBAT L-6 ?'-6' M4-8AT L-6A V-4' 8FI6-89 L-6B 11'-4' 8FI6-IBAT L-6C V-4' 8FI6-IBAT L-'I 4'-6' 8F24-OBM L-8 4'-6' OF24-OBAT L-9 4'-6' OF24-OBAT L-10 4'-6' M4-OW W8 L-4 EGfiE55 vq�MiI 25-SW LINTEL PLAN SCALE: 1/4 m I'-0' ELEVATION '8' 25-SFI EGRESS A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. 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AVAA� 4133 W-1• To V-4• (PRICAVI 5'-5' 105'-Im' (FRe'GA61) a 1Ml 1mem 94m 999 616 2l',5 8251 811E 6% 1401 IEGD 2329 Sol 121 49m V AA A A- 1B, A" AIS 2O25 AAAAA 26 AA.l9. 2821 1220 -II' TO 6'-6' [1'RECCBT) 1.1 1.24 424 534 363 ':AA .as,vv Am � VAA .. vfv AA v Uayv w1a A A AA v IBe AA p vv 201 'A A / 4a; aBOO tb 1'b'(PFEL.49T24.l21 891 im0 11a6 326 5@ no 1'-1 T09-4' (PRECAST .N4 \SV A A A } W61 ME M36 VA := 3011 53C 518 5116 IIB6 283 401 ISO ILL TO V-6' (PPE0A0W N,. w +.n 1031 V14 10w aft260 414 504 t61*i 482 IBf „�. Owl 456 124 ,:41, 93B AAUU,A 115, t C69 IBM W-m TO 1-4'(Pr TI 244 402 111 n'4'ro Q•.m•rP�cAsv \A AA yA ;` vvv A 4AJA A 964 vvg4'A 1141 '!1 1323 uw 3e6 son tM yl1 814 110 'R, AAAAA VA AVAVAV AA` \V AAVA aAVA BB9 AVA AVA\ 1084 1\4 '. AAVA 1120 VY' To V-4' (PREPABT) 13'-5' TO 14'-0' (PAELABD 3e4 9Be 56m 124 206 ost 100 Y ae5 we nL' 1151 14'-I" t0 14'4' (PREBIPREB6Ep> Ya5 994 52m 617 lat 214 91 169 .(A AA:v: S85 911 156 '\4V 10X v w? B13 \ 'Vl: W'-9' lO 5'-4' nwEatFassEn) 224 313 AAAAa 4M 406 621 A A 5YI NR 259 0 5'-B'TO I1'4'095E5TREaBBDY 151 263 NR 194 64 y1 AV A4' - AUNV AVA AVA A. � .e A MR 146 D1 229 34B 441 54l 04t 141 \62 \mil DEB EBB 11'-1. To 19'-4'(PREBT aSEO) Iti� 104 999 4B0 NR 17D 42 � .'VAA • :a lal A. A AA Q9D AAAA 319 A. AAA A 4i+2 :: AAA D46 eA 630 To 21'-4' (PP£STI mS I lal NR 116 4p /,AAA g.1. V" A- A lair 21'-B'T012'-O'<FFEBiREMEW 124119 361 343 416 4@ NR 91 1 3m AA °I(.\A `A'• ( \AA YT' ., AA 22'-I'T024'-0'<P1�61�%EO)-� cereal nnnRd 11_I INTF1 5 SAFF LOADS (LBS/FT) GzRAVIT'T OVERALL LINtEL LENGTH (TYPECFLINTEU arda-mb erdlm-e6 BF I4 ee BFFIe m6 aFizz-m sFFz6 m6 3m- n49 335B 32Ga �� 43b 5421 6493 156'..i e'4'TO 4'-4'[P.'£CASV K95 �1596 - "VA A AAAAA i£SR '�p&!dW 4'-D'T04'-e'fPREOAeiJ 9m63 29ffi a960 494E 5924 69m4 1404 (\ VAVAVN. VAA AAAA '-\V1 nK Aa2 ' \VA 13T liAIan 1939 9 949E �.AL 3Yo6 a' TO s'-e'rPREccan 6' 9' 105-YO' (FRELA9T 91m ntY1 eve elm M9 1659 1600 1134 ,�;N@1T 2649 3rI4 kfA 3100 504E \\\ T41 944E t96m B'-0I TO b'-aZPPECABT T91 9ml IB25 912m \AAAA ::A -' VAAAAAAA ]469 AAA 3T6 A AAAAAA 6143 t 1239 L 56 3 6._V TO 1--6' (PREOP5T1 669 199 14b 1668 2269 3129 4m91 a146 1-1' TO S-V (PRECAST) -0II 466 °A9 � ASTm4RETt LINTEL SCHEDULE r''1,4TE:RI��S 1. f'c 6" precast IIntel = 4000 psi 2. f'c prestressed lintel = 6,000 pal 3- Grout per ASTM C410 f'g • 3000 pal wL maximum 3!8 inch aggregate 4 5 to II Inch slump 4. Concrete Masonry Units (CMU) par ASTM C90 w/minimum net area compressive strength = 1900 psi 5. Rebar per ASTM A615 grade 60 6. Prestre5aing strand per ASTM A41e, grade 210 low relaxatlon 7. Mortar per A5TM C210 type M or 6 C-:E:NER4L NOTFE5 I. Provide full mortar bed and hall Jolnta. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architectural and/or structural documents. 4. U-Elil la are manufactured with 5 12' long notches at the ends to accommodate vertical call reinforcing and grouting. 5. Reference the CAST-CRETE Load Deflection Graph brochure for Intel deflel Information. 6. Bottom field added rebar to be located a the bottom of the lintel cavity. 7. 7/32- diameter wire stirrups are welded to the bottom steal for mechanical anchorage. 8. Cast -In -place concrete may be provided in composite lintel in lieu of concrete masonry unite. 9. Safe load rating based on rational design analysis per. ACI 318 and ACI 530 10. The exterior surface of 1lntels installed In exterior concrete masonry wells shall have a coating of ekuero applied In accordance with ASTM C-296 or other approved coating. IL Lintels loaded 6mluitaro ly with vertical (gravity or uplift) and horizontal (lateral) loads hcx0d be checked For the combined loading with the following equation: A121211 d vertical I o ad ARRIled horizontal load 5 1.0 Safe vertical load Safe horizontal load 12, Additional lateral load capacity can be obtained by the designer by providing additional reinforced concrete masonry above the Ilntel. Sege deta ll at right: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU FULL COURSE �12' CLR TYP 2) 5 REBAR GR40 or GR6O 54FEE LO)4D T4BLE: NOTEE5 I. All valus6 based on minimum 4 inch 1. For composite lintel heights not shown, use safe nominal bearing Exception: Safe loads for unfilled load From next lower height shown. Intel: must be reduced by 20% IF bearing length is S. For hil is lengths not shown, use safe load from less than 6 12 Inches. next longest length Shown 2 NR =Not Rated 9. All safe Icada in unRa of pounds per linear foot 3. Safe loads are "Verimposed allowable loads. 19). All safe load6 based on simply supported 4. Safe loads based -on grade 40 or grade 60 field span. rebar 11. The number In the the parenthesis indicates the 5. One -1 rebar may be Substituted for two 5 rebore percent reduction For grade 40 Field added in 8• lintele only rebar. Example 7-6' Ilntel type 6F32-I5 safe 6. The designer may evaluate concentrated loads gravity load = 6412As) w/ 15% reduction 6412 from the safe load tables by calculating the (.85) 2 5501 pin maximum rosieting moment and shear at d-away from Face of support. TYPE: DE:51r;sNATION F . FILLED WITH GROUT / U = UNFILLED UANTITY OF 5 REBAR AT 'BOTTOMF LINTEL CAVITY F 'O ,5F1ro=15/1T LANTITY OF 5 REBAR AT TOP LOT-INAL. HEIGHT NOMINAL WIDTH 1-51VACTUAL 2a' NOMINAL WIDTH -5 REBAR AT TOP MIN. t 1) REQ'D 1-1/2' CLEAR 'S REBAR AT BOTTOM OF LINTEL CAVITY BOTTOM REINFORCING PROVIDED IN LINTEL OVARIES) TABLE No. 11 SAFE WORKING LATERAL LOADS (FILE) S" x 8' LINTELS LINTEL 613E LATERAL iPF! LOAN LINTEL SNE LATERAL LOADS (PlF) total Length Tyra b' DOOR HEADER PLAIN B' DOOR HEADER SOLID toil LrgBt Type B"xe' PLAIN Va' SOLID T-0' Reoea 1949 3964 3'.V Psust 1112 2011 9'-6• Fraud 159 2318 4'-m Planet %0 5T 4'.V Pnuel 644 1614 4'-1' Przeet B61 WI 4'-W II am 1266 4'4' P-s-t TO 138E 4-B' Raeri Bab 1163 4'-B' Prxeet 659 1165 V-4' Rxeet 6`4 1M6 B'-8' Pni 660 till 5'-0' urea 943 to 6' -V Padeet 504 ess b'-4' ReuelA612 13b4 1'4' Praa 4n 181 6'41 Reueluse 5-0 Pml Ves 664 6'4•Pil 1121T V_W Praeea2ahReuelBea6-0' RenaB4 B-4' Poem145 9'1' Rama 211 Sea 10'-6• Rena 191 453 II-4- Peuet TSB 620 12'-0' Rauet 164 Fla 1'-6' Paul 143 504 III Reuet 16 4mb A.-V Peceet 9S Val W-F Retuned 541 1V' Paetraead 302 IT-C Ralvissad 213 Renewed 116 Rrlre4rl INA. Psaraeed P"tweed Pr etreead 93 NR .Nat Recaerded LOTT'S rel' CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH, (407) 656 211E III ASO DO �� 51 $ 8-S-m #51(0) #5 8/B-5-(1) #5/(0) #5 NOMINAL WIDTH/HEIGHT OF LINTEL PLAIN OR SOLID LINTEL [8/16-P-#U/#L] No. OF ADDITIONAL #5 BARS IN UPPER OR LOWER LINTEL CAVITY G€FERAL NOTES: 1. 1.1 COVE BUILDING CODE RESIDENTIAL, 611 EDITION (2011), SECTIONS R4022 4 R606 15. FLORIDA BUILDING CODE RESIDENTIAL, 6114 EDITION (2011), SECTION5 IWL2 4 2101. 15, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACT 3181 LA. AMERICAN 50CIETT OF CIVIL ENGINEERS MINIMUM DESIGN LOADS POR BUILDINGS AND OTHER STRUCTURES All 1-10). CONCRETE: 2:1. CONCRETE COMPRESSIVE STRENGTH AT 25 DAY5: 711- PRE-GAST W/STANDARD IENINFORCEMENT-4000 PSI 232. PRE -CAST W/PRESTRESS REINFORCEMEENT-6000 P51 - 2)3. GROUT PER 45T'1 041E - 301 PEI W/ MAX. 3AV AGGREGATE, 8' TO II• SLUMP - 22. REINFORCING BARS: 221 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRIOATION ASTM A615 (GRADE &0) 222. STEEL IN LINTEL AND IPIOOKOUT BLOCK (PLACED IN FIELD) ASTM 4615 (GRADE 40). 5.11. PRE -STRESSED STRANDS A51M A416 1-WIRE, STRESS RELIEVED 210 Kill 24 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. TABLE No 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (LIFE) 8" x 8" LINTELS LINTEL LENGTH CLEAR SPAN LINTEL ttPE LINTEL STEEL INFILUID GRAVIIT CA"" (15L (C15u GRAv1TT CAPACITY (USL (VSU UP. if LAPACPY (u51_ (U50 UPLIFT CaACHr oft (GSu BOTTOM DAR TOP BAR GRAYItt cAPACNY Y-10' I'-6' ppECA6T (2)n (2)n 42Z 1809 la09 I e529 I sods 3'-6' 1'-1' PRECAST (2)n (I)n 2415 son M31 455 45 4'-0' Y-B' RECAST 0)4 (vn ❑83 Mil TIT 338E 330E 4'-6- 3' -T PRECAST (2)1 Mt? ISO 210 265 260E 160E 4-Y 3'4 PRECAST (2) n MD 1232 2011 2011 2421 2431 5 4 4-V FIRCAST (2)9 (211 006 1ml 1651 1510 1091 5 Im 4-6' PRECAST (2)9 (2)1 BbO 1423 1423 1410 1609 6 4 5'-0' RJEGAfii lDN (11n W0 183 @B9 n16 405 PRECAST lD N !11 n 10 113E 291 106 345 6-1.5.4' PRECAST (i)M (11 n. 651 se, B4 IB5 1195 1.6 6-1' PRECAST f2/4 (1/n 5to 9a 991 bi5 Im& t-e 6-4' PECABt f1lk (2)n MI se 959 194 I@/1 6.0 6-B' PRECAST (2)`4 11)n 55 904 S01 712 all V-4 10' PRECAST (21M (7)n Qe 1 *11 of 646 e27 94' B'-V PRECAST (2)N lvn 45 726 IRS 499 Ile iD4 9-2' 1 PRECAST (2)N lvn 354 618 Via 9B0 1 673 11 4 to'-0' Pill (2)S (2)9 SI5 567 561 3n 1 601 11 @ to a, PRECA81 (2)5 (2)9 292 Die D25 277 %1 11 6 II-2" PREOASi (2)5 (2)9 ill 493 490 ml BQ 194 Q-V PRECAST (2)5 (2)5 265 456 46 214 442 lo- Q-V PRECAST q)5 (2)5 230 430 430 H0 3% 14-V 54 PRESTRESSED (V`4 (2)R NR. 40 410 130 446 54 W-0- PRESTRE%ED (2)Is (2)n Will. 319 319 2m 401 _57T III P wf;E9 D W14 (2)n MR. 2M 2M 163 311 I Y IB-0' PREsilEsSED (2)5 (2)9 RR n4 224 131 254 20-0 I5-5' PRESTRESSED G)5 MIS NR 201 201 72 231 F_4i 20'-0' FR6fiEE5ED u,"D (2)S (2)9 NR. Ili ITT to 205 TT-0 20'-B' PRE6 (2)5 ( i'l NR. 161 164 0D I% 14.0 2Y6' PRE01RE65EG lD5 (2)9 NR. 111 132 1 64 163 KID- NIT nmillzi lV TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (ELF) 8" X 20" COMPOSITE LINTELS LNEL WEAN CLEAR SPAN LNTEL i1PE LINTEL B1EEL GRAVITT CAPALIIY (ol (m GRAYIIY CAPACITY (175L (VaJ UPLIFT CAPALItY (FEE (I)DU UPLIFT CAPAatY (115L @AU �TioM BAR TOP BAR 3.6 21-2. 1 PECA61 (2J1 lUv 164E CAM Imm, 1=0 41.1.Y0' PECA61 (3)n (2)12 5503 Vol 10mm, 'CZ00 41.1.3.,. PfECA9T (2)n (2)n 4W2 ADDS Off ILmmO 0-V 3-{' PeC4FT MIT (V) VMS l6 T630 Memo 5-4• 4-0' fFECA61 (219 (2A 6230 IBmmO Vies I. PECAim (21 (2)v Side aim 46e1 9244 6-4' S-0' RECAST O.k 2 6152 619E ael 142 6-6' B-2' RECAST (2)IF (11n 6250 6259 3645 6a9a 6-0 5.4' PECA61 (1IM (2)R 551E 5816 3"1 6124 1.6 6.2' PECAST (1Y4 4D12 4312 263b an 1-B 6-4' CA61 (1/k 1 409T ACTS 2a06 4281 9_.0 6'-w PEOABT @1M <2)n 3130 also 2218 3566 a-4 T,V` PECAST (2)M ( 3420 3420 2016 Met 9.4' W-0 PRECAST (V% (2 2134 2134 Kb 2M W.V. Va. PRECAST (2) al 0)n 2211 221 1233 22M m-0' b'-0 PRGABt IV (2)9 Sa4 1964 031 2009 Q'-0' 0'-W PRECAST S)5 (2)IS 111S fn9 910 we W'a' r-T PRECAST Ms U)5 w61 561 we hen 64- 12'-V PRECAST MIS 0)9 15m1 Sol 113 141 W-0' @'-B' PDEOAST (215 GG5 1399 63b IM 14'-8° 13'-4' FF£sTRES6Ep (2Jk (i)n 109B 103B 58t IB1 1124 1--"Pagatne6Ep(2)12 IU4 16'-V PRESTRESSED talk 1393 1330053 411 W4 94 19- 5-@' PRESTRESSED (2)n 1053 334 e` fi 21-41 S-@ BTRE58ED 0)S U,` (P19 I'M*2 91S 5 3Q 616 314' 10'-@' P9ES1R55L) We (215 B51 051 113 54D 11'-0' i0-D' PREfiiRE58Ep <215 (1/9 TSI 1ST 251 -0 11 �B P (115 6 9 653 119 425 dH TABLE Na 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLR) 8" X 24" COMPOSITE LINTELS LINTEL LEIMiTH CLEAR SPAN LINTEL TPE LINTEL BILL GRAVITY CAPACITY (OnLN5u GRAVItt CAPAC17 (GBL(Im UPLIFT CAPACITY fl5_fl ll UFLIFI CAPACITY (ISL(2Au DOIICM DAR Tar+DAR 2I -6 PRECAST 2 ImDmm Im000 cam Comm 3 6 2-2' PRECAST (2)R (2)9 east Imm90 1mm, bBam 11.1.2 B' PRECA07 1 (2)1 6139 CAM Imo:, 10060 44' 3 2' PRECAST (2)n W-2 50'A iomo boop moo 44• 3 4- PRECAST TIs 2 4653 iBoi.0 %29 10000 SA. 4-0 PRECAST MIS (Pn t658 10090 1051 Wax, 5-I0 4-6' PRECAST (2)IS CIA 62G looms $136 Iowa 6 4 5-9 T Val (21n 9101 loom 4754 5450 (2)n 6114 1Nal 4231 6 B 5-4' PRRECAST O)4 (1)n BI14 4231 6411 M l 6 6-2' PRECAST M4 (JCL (2J 629E 6416 641E 914E 6411 l 8 6'- PRECAST ) 4 (2) n 6 6014 300b 6K3 B 0 6'-1.B' PRECAST (i)k 031 6.4 1.11 PRECAST 2)Is (1)1 4831 491 703 W3 5C30 B'-0' FRFCAST 31/6 3T36 all im 108E 3855 9'3' PRECAST ez)Is Is IV1 (215 2531 2531 1219 1.4. WIV111 PRECAST MIS) 2553 Er53 1110 23025 604 2ni 11.1 Q'-0' 111-2. PRECAST IDS Q)9 Mil 205 2141 2291 11'-6' II'-1' PRECAST MS M IGet 13'-4' IT-0' PRECAST 0)5 C)n f119 We 191E Its 191E e51 Vi 1821 14'-C' @'-e' T MR, (1J5 (219 ITS n1s 1B1 1635 14.8' 13'-4' 9 (11k 13 5 1345 653 QB3 119E 15 iS n 4 16,-0' PREVIE%ED (2)'a WIt (2)5 5 0 Is 44 H4 IB". PREVIRESSID (2)5 50 0 311 ell 10 20 0 IB 5' PRE61FE66ED o)1 (2)5 (2)S Q5 Q 341 6M 21-4 20-m' P BDIENED (i)S 1¢51 106E 304 601 22-0' gm4' PPESTREB0ED !2)5 0)9 9B4 571 24-0 12-0' PRE8IRBSEp (2/5 (1)9 am $24 814 624 235 13S l3 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLR) 8" X 28" COMPOSITE LINTELS LINTEL LIDIGTN CLEAR SPAN LNIE7. TYPE LINTEL STEEL GRAl CAPACITY fC/A am GRAVITY CAPACITY (IJSL (Im LFLPr CAPACITY (VV_ am UPLIFT CAPACITY all am BOTTQI PLY9 TOP BAR 9 6 2 V PROOF M1 ) q ODDm Imm 100L0. 10000 4.0 2 B FRECAT (Yn (V) TV& IVOC 10090 IA9 m 4.6 3.2 FIRSOM1 (2)n IV1 6001 10000 boo ,10909 4 5 3.4 PRECAST (vn (V) Sees towns 0000 00A0 5.4- 4.0 CAV` (1)S (2)n Sint ImEmO 9365 mosso 5-I0' 44' PRECAST (219 (2)12 Tsm CKtaO 680E hLflZO 64' 514, PRECAST (U4 (2)n 10 a w 5641 WBave 64' Y-V RECAST (2)-4 (2) 10mm0 � B315 IDAaD 6'4' 5.1. PRECAST to 14 l2)n T63B IBm90 Z I I@maH 14° b_,. PRECAST (9M (2)n 140B. 9%1 3848 raw T-S 6-4' CAST M4 V12 1054 - S58 II li e-e W0, PIECAST M4 M02 SASS BST S316 6661 a'4• 74. PRECAST (2)4 01 Sill VW3. Man am 9'4' V4. PRECAM (2)4 (Ln 4561 5066: 2356 4145 PRECAST (1]4 f2)2 352E 3849 -. 501 %b3 Iw-0' G4.5i f1)5 (2)9 Sao, 3290 111 sm9B 12- ' 0'4' CAST (285 1938 19l6 536 21B5 11-6• n'-I' PRECAST 121E (179 T15 211E Qn 2499 134' Q'-m PRECAST (2)9 (1)9 2-05 24K b49 216E 14-0' Q'-9' PRECA617 l2)9 (2)9 Q1K 2211 931 194 - W-V V4' PR ESTR"N'ED (2) -4 all 2811 2V11 116 Wt 15-4' 4Ir (2)9 Me 265 663 13Q IT-4' 6'-V PREFFES ED (2)•4 1o13 2033 9-4' It _V STRIUM (2)5 M9 1601 1601 413 a0 20'-V IB'-B' STRESSED (2)S (2)9 1496 149E 365 TO 2I'-4• 10'•0' FRESTR IGEP fv) (2)IS GOD I 330 661, 2T-V 201-0' PRESTRESSED tv (2)15 02 1222 91l 629 TABLE N0. 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 5" UNTELS LINTEL LSNGTH CLEAR FPM LINTEL TYPE LINTEL STEEL PLAIN GRAVRT c4FALITT (0T5L amli GRAVITY GAPALITT' (n9t am UPLIFT GMALITT nVaL am UPLIFT LAPAGIIT (PSL UM PJOTIOM BAR TOP VAR GIII Call 5'4- V-P PRECAST 01 5D I065 V65 1460 14aD 4'-0 1' -V RECAST TA (2)R 1131 142E Qe 100 569 4_v 5'-r PRECAST W1 2 V 575 151 1151 1409 W09 4 V 5'-4' PRECAST W1 (x)n Safi IB61 101 19% 596 6 4- S-0' PRECAST 2) 111 MI 669 am Sao 1114 IIW 6 0' 4'4' PRECAST (1 (2)n 511 B09 am we 6'-4' V-V PRECAST 0A 4N 747 14T me 552 '4' ill PRECAST Do Tili Are lH 15 130 we 64' S4' F5ECA8T Y4 468 Sea6as6M 90 1 6' 6' 1' PfEC46i (1 n 281 W SE6 Sell 661 1 B' T (1)1 4% 499 641 . B D V-4' 64' PRECASTMC45T <1)n 23 3M see fee D3fi AB2 609 B 4' 1-V 334 Ill 411 5T6 9- ' B'-0' MC457 PRECAST u)t 206 43V 35 4'.A 10.6' S-2' PRECAST M M (1)n Y75 MI 3T2 FIR 139 43 PRECA61 1 (1)9 25 347 30 FA 336 IT-0' 0'-51 PRECAST rV5 202 1B1 202 113 1A I2'-V II'-2' PELABT 19D 143 743 51 R3B 13'-4' I]' -V PRELA01 15 IV IS 51 In 193 50 Lb 14'-V I2'-8' MCA57 D15 nos, 26 11 51 IDS 51 TABLE No. 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PUT) 8" X 6" RECESS DOOR HEADER LINTEL LENGiN CLEAR SPAN LINTEL tTPE LINTEL BtEL MPILLEP GRAVITY CAPALITT reRAVIIT CAPACTY (Q':A ail GRAVIiT OPACITY <LEE Met! lPUR CAPACITY nfiL BRAT LPETT CAPACITY fl ne (1)5U E011OM a4R TOP SAR B3BO 6 3 T-B° i (2)n 111n lei 1415 W5 IM3 E63 T-0' PRECAST 1 (inn 1 01112 IOQ 1AD 13M 1 1119 Oe 4--V 3'-0- PREGIBT (s)n (21n 963 1230 1230 169E 596 4'-8' 3'-4' ff M `2 (21 n We OBI TDB M°A 596 V.V 4'-4' PRECAST (v) 2 595 Me 096 p03 in6'-9' S'4' PRECAST (21k 05 653 6T3 6B8 ISO 11-1. 6'-4' psgCAS l2)k SID 566 56 499 64 1'-4. PRECAST (21k "It 316 400 4BD 3'S 546 6'-4' PRECAST (214 219 IB k5 25 A :de. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3. MASONRY: 3-1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 6PECIPICATION OF THE NATIONAL CONCRETE MA60iNIRY ASSOGIATION AND ACI 530-OS. 02. MINIh1UM MASONRY UNIT 5TREN ITH: FM 1500 1-81, 9.3. MORTAR SHALL BE TYPE 5. 4. STRUCTURAL: 4.1. SATE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF V (WITH A MINIMUM ACCEPTABLE BEARING: OF 4" PER FLORIDA BUILDING FPDE RESIDENTIAL, 6TH EDITION (2011), SECTION R606.14 OR FLCRIDA BUILDING CODE RESIDENTIAL, 5T" EDITION (2014), SECTION 2104.IB v-(1) #5CONTINUOUS '7�' MI6 / �B'X1B' KNOCKOUT BLOCK TOP BARS i7•� I SEE SCHEDULE .i (1) J5 CONTINUOUS i (fJ2eOU RRe ��)BOTTOM T 4-0(x SEE 7 SCHEBDUULE (PRECAST) 8/16-S-0) #5A1) #5 PRECAST (1) #5 CONTINUOUS ' /---S e KNOCKOUT BLOCK t. •: TOP BARS: SEE SCHEDULE r. + (1) 05 CONTINUOUS r4 �' 7/ff STIRRUPS AT 4'-0' m OR WELDED) 8/16-5-0) 05/(1) /5 PRESTRESSED 311' 3A, L99 TABLE No 8 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLR) e X 14" COMPOSITE LINTELS LNEL- Lanimil 1CTEAR WAN LNTELTTFE LNIEL STEEL GRAVITY LAPAC TT aAU(Ira) GRAVITY CAPACITT (II5L(Im UPIF CAPAGItt flY LnY5u UPLIFT GAPACITT (IY5L (2Y'il TOPBAR .4 81I 0C ImB 1'-2' HELA6T 6014 1000C 10000 1ACO0 4'.0' 2'4' PRECAST (2)7 36al I 14Q Immmo 4-6- 3-T CAST S)n 2741 1021 561E Na .' 34' PRECAST R f21n 2019 6231 0190 121E -4' 4-V PRECASTIV (2)n 4111 4411 3169 4b30 5 10' 44' CAST (2)n 3 444 3564 3365 5065 6'-4' V-0' PRECAST 0)2 W35 Mae 4539 DID, VEW 5-T PECAST (2)n 2561 2Bal 2393 304ES-'r CAST ) Me 113E 451 10956.I. PRT. CAST (2)IS 21V% 2193 1129 2309 14' b 4' RECAST Ill 545 #H B'-0' 6-B' RECAST "Ps, F4 all HST 1491 106E PRECAST We B15 1363 51B 9'.4' CAST 0)4 (LR 591 0'4' V-21 9'-1' PRECAST 0)4 (V Via n'-P 104B' PRECAST f2)5 aas (219 MW4041 610 594 IWx MI N 0B1 CAST (1)5 W4 Q'4' T-2. n'-1' PRECAST (2) 641 1M5 Q'-0' PfECASi aus (2)IS Q5 06 CA81 (1)5 li1S 414 W6 TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" k 14" RECESS DOOR HEADER LINTEL ill CLEAR SPAN LNIEI LIl STEEL GPANIY CAPACITY (0p5L(lm GRAVITY wan (V`D.flM UPLFT CAPACITY (1N5Lfl5J UPLIFT CAPACITY (IP5L (2P5ll 80110NNA I TOP BAR PRECAST (2)n 4 20 000m _9fV3 0000 A,. 2'-V CART (2)12 (1)n O)n %51 330E IWOO 925E 1440 6143 10090 10= 4'-2- T-10' RECAST G)n 4'-4' 3'-0' PRECAST (2) 1? (2)n (2)n (2)n 3006 2519 R14 8053 6231 3510 613B 5150 3211 956E 1216 1042 T-8. 3'-4- C45T (Yn 94' 4'-4' 1 c4l)T (V-3 b'-B' 5'-4' PRECAST al G)n 2136 2138 2259 28°5 T4' 61 CART M4 2105 2108 1645 2219 B-V 1'-4' PIECABT (204 (V all 1110 1141 1195 B V 0'4 PRECAST 12Y4 516 1Q6 914 56.E I" 31ie A R C H I T E C T S 1441 IV. 111wil LU PCAVIAll DLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www,abd esigngroup.com AA 10003325 r �ovv000voor, E 8 E O C SVHDIV 1Ba LOT: OAKLAND LAKE (LOT 1) MODEL.• 1452 XXX00- 00 PROJECT*: 2784.000/00001 PAGE: LINTEL LOADS & DETAILS 160 MPH EXP. C ARCHffECTK STATE OF FLORIDA 6/,K6 /18 J /4"=1' - O" SHEET 3.1 OF 8 SQ.FT. CALC.'S IST FLR LIVINGS GARAGE 1,452 393 50, FT, SQ. FT. TOTAL LIVING ENTRY LANAI 1,645 19 80 SQ. FT. 50. FT. SQ. FT. TOTAL 1,c344 SQ. FT. CU51C VOLUME LIVING 12032 SQ, FT. EXTERIOR MASONRY WALL 5R3, HEIGHTS 8'-8' 5RG. LOAD SRCS. WALL NON-SRG.WALL (OPOrENT AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND OUSTS CALL 4 SOUARE WK/DR WINJDR SIZE ZONE ISO I+ H WIND FOOTAGE DESIGNATION WIDTH HEIGHT 1 112 161-0D'-0' 192' $4' 5 26.09/ -44.03 OHG 2 20 3068 DR, 36, 80, 4 30.64/ -30b4 3 11 25-SH 38, 63, 4 3231/ -42b2 EGRcEESSS 4 11 E�RE.S,S 38' 63, 4 3231/ -42b2 5 42 5065 SGD 14' 80' 5 25,14/ -51.09 6 11 25-514 35, 63, 4 3231/ -42fo2 l 11 25-SH 38, 63' 4 32.31/ -42.62 8 11 25-SH 38, 63, 5 30.64/ -51.18 EGRESS 9 11 25-SH 36, 63' 5 30.64/ -51,18 EGRESS WIND DESIGN CRITERIA A. 5ASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=124 MPH 5. INTERNAL PRESSURE COEFFICENT=+ .IS C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS t CLADDING PRESSURE ARE SASED ON THE Vult DESIGN WIND SPEED. F5CR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO 5E MULTIPLIED 5Y 0b TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. Ms 2'-0° 1'-0 cv D5L TOP Q PLATE N i LA m 2x6 WOOD FRAMED e 16, O.C. CABINET SECTION 5M RE Ri FLOOR PLAN SCALE: 1/4 = 1'-0' ELEVATION 'S' A R C H I T E C T S Desn Grou Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 F W 0 F 0 U ti 2 F w Q � a a A alto to n 40 mmmmmi E 8 Cd E O C i� L SvsDTv. 7LAKE OAKLAND(LOT MODEL: 1452 moo-oo PROJECT#: 2784.000/00001 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA ATE: 6/29/18 SCALE: 1/4"=1' - O" SKEET 4 or JUL 10 2018 SQ.FT. CALC.'S IST FLR. LIVING GARAGE 1,452 3S3 SQ. FT. 50. FT. TOTAL LIVING ENTRY LANAI 1,845 It SO SQ. FT. 50. FT. $0. FT. TOTAL 1,944 50. FT. CUBIC VOLUME LIVING 12,632 SQ. FT. EXTERIOR MASONRY WALL Mt HEIGHTS 8'-8' BRCS. LOAD 5M WALL NON-13Wx WALL GOWOrENT AND CLADDNQ WW LOADS BASIC WIND EXPOSURE FOR 3 SECOND OUSTS CALL } SOUA E WK/DR' wK/OR Sly ZONE UO WH WIND vyDTH HSp{T FOOTAGE OESONATION 1 112 161-0�D'-0' IS2' 84' 5 26.09/ -44D3 2 20 3068 DR 36, 80' 4 30.64/ -30.64 3 11 2E25-SH 38' 63' 4 3231/ -42A2 4 11 Et#S 38' 63' 4 3231/ -42b2 5 42 5068 SGD 14' 80' 5 26.141 -51.0B 6 11 25-SH 38' 63' 4 3231/ -42b2 1 11 25-SH 38' 63' 4 S231/ -42b2 8 11 2EGRESS 38' 63' 5 30:64/ -51.10 9 11 2EGRE88 5-51-1 38' 63' 5 30.64/ -51.18 WIND DESIGN CRITERIA_ A. 5ASIC WIND SPEED MPH (3 SECOND GUST) VULT=I60 / VAGO.124 MPH 5. INTERNAL PRE66UIRE COEFFICENT■+ .18 C. RISK CATEGORY -TYPE II EXPOSURE CATEGORY C NOTE: vALUES FOR COMPONENTS • CLADDING PRESSURE ARE 5ASED ON THE vult DESIGN WIND SPEED. F5CR 6TH ED, (2011) ALLOWS THESE PRESSURES TO 5E MULTIPLIED 5Y 0.6 TO MEET THE ALLOWA5LE OR NOMINAL TESTED VALUES USED 5Y PRODUCT MANUFACTURERS. NOTE: L PRIOR TO pRTWALL INSTALLATION ON ALL FRAMING MEMBERS 2'-0' FROM Ti-E FINISH FLOOR WILL BE SPRAYED AND TREATED V 'BORATE' A TERMITE TREATED SPRAY 3 2xb u • W' or, ,CABINET SECTION F.-e0mm 0 I R o 1'-@ 1 -@v I le ■------ ---- ■ I LANAI lEPL) I I 5068 SGD I G t m ■-■—■ m m 3'-2 IN wj DINING 10-0'x9'-0' W-V CLG. 9'_@ll I R/Tic I I I I s .. JI25-54 GREAT ROOM 14'-O'xl9'-4' a' -a' CLG. 6� 16'-2" I 91 I 5'-10" V3'-I'o" 4'-411 KITCHEN C AD OUT WALL ------ 012' AFF. ------- OPT. 1 m 14'-2' 8 25-SH EGRESS OWNER'S SUITE 14'-O'xl3'-4' a' -a' CLG. SHOVER HEAD 0 6'-61 AFF. _ C 5'-211 F_ O1 m q I 6 2X8 A/C I u: 1 1 cn E P'i 111 I riCIA SHa ER HEAD l i i g I .Q aW.I� @ 0. BATH • 6 -8 AFF. I i I � �, r IR-ISH � BEDROOM 3 '" LL _ SOLL uuE1 1O'-O'xiP-0' x ', )ICI F fiTxC , O COND. a-e cLG IQ � -0 "'U � doI ACCESS I O L----1 LD i 1'-411 3'-1@" jiv-�e'Aro 4'-S' �'-�" 1'_/ 1 _ C 3-0 5F. R/T FOYE 44� ul� 3 a-va ------- 2-6 L IR-ISH I m ENTRY 13'-2' ■ •I BEDROOM 2 m I 121 amexa�.G.O, � � e I � ■ . _ Q 25 SH 3ECAESS 8'-0 " 21-41' 21_4" 1_81 161-0' IF 41-8" 4@'-@" I 2—CAR GARAGE IS'-0'x20'-0' V-8' CLG. ELECTRICAL @ PANEL PAD -OUT STRUCK 13LOCK I GARAGE WALL <r � 16'-0' X 1'-0' OHGD I N I Eiu 5M FLOOR FLAN SCALE: 1/4 - 1'-0' ELEVATION '5' A R C H IT E C T S rn: vu r-r r IZ'1` FAX:407-774-4078 www.abdesigngrou p.com AA #: 0003325 r ��IIII'Illll �momom0omog E 8 E O C sxmDIV. de LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00-00 PROJECT*: 2784.000/00001 PAGE: FLOOR PLAN 160 MPH EXP. C jr ARCHrrECT- STATE CIF FLORIDA f) ATE: 6/6/18 II13CALM: 1/4"=1'-0" SHEET 4 0� 8 •�r ' 8'-8" 5RG. 1-IGT.�, ' 11 SCOLD LINE rYP) BRCS. HGT. 8' -8' 5R3. HGT. o �� '...' FEW I0I IN IN �� I� ICI IN 10 IN IN IN IN �� I0I ICI IN I0I IN I�� ICI II II I N I�1 I�1 I�I I�� MEN - . • • - - , • O • - •�:I�� FRONT ELEVATION SCALE: 1/4 a I'-0' ELEVATION 'S' 5 OFF -RIDGE VENT 8'-8" 5R3• HGT.0 OFF -RIDGE VENT ■ \—TEXTJRED CEMENTIOUS COATMG PER (ASTM C926)(TYP)--\ Ll ------— ---—-—- — - — - --- REAR ELEVATION SCALE: 1/4 a 1'-0' ELEVATION 'S' -8" 5R3. HGT. ro'-all HDR. HCxT.�, - ---------------------- - - - - -_ - ■ \—TEMIRED CEMENTIOUS COATING PER (ASTM CW6) (TYP)----\ ----—-—-—-—--—-—- — - - - --- - - — - -- 1' - 0" �6'-8" HDR HCst - `r r --- OPEN —� FIN. FLR r o0'-0" LEFT ELEVATION SCALE: 1/4 a 1'-0' ELEVATION '5' OFF -RIDGE VENT OFF -RIDGE VENT 8'-8" BRG. HGT. 8'-8' 5RG. HGT. HDR. HGT.,,- — - — - — - — - — - — - — - - — - — - — - — - - - - - - 6'-8" HDR HGT. TEXTURED CEMENTIOUS COATIN@ PER (ASTM -0" C926) (TYP)---\ 0'-0' FIN. FLR,. _—_-- _ oO'-O' FIN. FLR. RIGHT ELEVATION SCALq, 1/4 = 1'-0' ELEVATION ATTIC VENT CALLS ALREA OF ATTIC 1864 SQYE NET FREE VENTILATION AREA REQUIRED (1/3DO) &Z SQ.FT. REQUIRED VENTILATION AREA (6.21 a 144) 894.7 SQX NIN. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 a 884.7) 447.4 9Q 1R OFF RIDGE VER TION AREA 115 KUL/901T SOFFIT VENT VENTILATION PER LF 11.74 %BL TOTAL # OF VENTS REQUIRED &89 TOTAL # OF VENTS PROVIDED 4 REQUDiED SQDI VENTILATION IN TOP OF ROOF 447 SWIL REQUIRED LF OF SOFFIT VENTILATION 39 LF PROVIDED IF OF SOFFIT VENTILATION 187 LF v r 8'-8" SRG. HGT. - &'-8" HDR. HGT. -- 0'-0" FIN. FLP, A R C H I T E C T S PH: 407-774-6078 v FAX:407-774-4078 www.abd esigngroup.coni AA #: 0003325 od ��IIIIIIIIII SVHDIV. 7LAKE OAKLAND(LOT 3MODEL: 1452 XXX00-00 PROJECTi: 2784.000 00001 FACE: ELEVATIONS 180 MPH EXP. C ARCHITECT STATE OF FLORIDA II(11 112el, FDATE:�,\6/6/18 EET O� 8 CONNECTOR SCHEDULE SIMPSON USP DES. UPLIFT GRAVITY FASTENER META-16 14501400 <V Ipd x i 1/2" -PLY, (6) I6d 2-PLY, (USP, (10) Ipd X I In' - NO I6d OPTION) META-16 1965 M__UPLIFT 2500 llo)Iodx112"-PLY,(2) (14) I6d 2-PLY (USP: NO I6d OPTION) HETA-16 IBS1615 (9) Ipd x I a' I -PLY, (B) Ibd 2-PLY U6P (ICJ II x I In', NO Ibd OPTION HETA-20 laic1615 (9) Ipd x 11/2' I -PLY, (B) I6d 2-PLY USP= (10) Ipd x I In',NO I6d OPTION 0 (� Q HETA-2031TID 20DS (IID) 1Od x I In' 1-PLY USP: (IID) 10d x I I2(2J 50p (I2) 16 d 2-PLY USE: NO I6d OPTION) LGT-2 21W LUGT-2 1915 1/4' x 2 I/4' TITEN, 2 PLY (USP: ELK (9) 1/4' WB, WOOD (16) Ipd DETAL-20 2480 NO USE CONVERSION FOR SIMPSON DE74L-2ID (16) - IIDd x 1 1/2, 1 PLY MGT 3965 MUGT 4ppp 1 U 5/e" A.T.R. IN HIGH STRENGTH EPDXY (MIN. L' EMBED{ (22) Ipd TO WOCD (USP+ (20) 10d TO WOOD) HGT-2 IO980 HUI 9365 ('-) 3/4' A.T.R. N HIGH STRENGTH EPDXY (MIN. 12' EMBED), (I6) IIDd TO WOOD (USP: WOOD (S) OF) HGT-3 1p53O HUGT-3 9365 (2) 3/4' ATR. IN NIGH STRENGTH EPDXY (MIN_ 12' EMBED), 06) Ipd TO WOOD NSP: WOOD (a) Ipd) LGT3-9D925 a2B5 IAG7-3 6330 NV S09 V4'x2 In' TO GIRDER (4) 315" x 5" TITEN HD TO WALL (USP: CONC, (4) 3/8' X 5' WEDGE BOLT, WOOD (12) W925J LTA2 1210 PARALLEL TO WALL 1425 PERPENDICULAR TO WALL _PTA 1550 (IO) 1Od x 1-112" (USP: (10) Ipd x I a VGT 4940 NO USE CONVERSION FOR SIMPSON VGT (1) 5/5" A.TR IN HIGH OTRENGTH EPDXY (MIN. 12' EMBED), (6)-SDS /4"X3" TO WOOD (2) VGT 1109 NO USE CONVERSION FOR SIMP50N (2) VGT) (2) 5/0' A.T.R. IN HIGH STRENGTH EFOXY (MIN, L' EMBED), (32)-SDS 1/4'XV / 2 PLY MTB-12 loco MTW 12 1595 04) 10d x I In' (U5F: (14) Ipd x 1 1/2", (14) IOd) HMS-16 1150 HTW IS 166p (16) III 112^ IUSR (I6) 10d x I I/2', llbJ 10d) N OL d HTS-20 1450 HTW 20 2045 (241 lod x I a (USP: (24} II x I IRS (20) 106) HTS-24 1450 FEW 24 2045 (24) Ipd x 1 In' (USP: (24)10d x 1 In', (20) Ipd) L5TAF2 . 925 _STA 12 970 (IOC 106 U5P: (10) lod LSTAFS + 1235 LSTA 18 1360 (111106 U9P: (14) IOd META-18 . 1315 MST4-18 1315 1141 Ipd USP: (14) Ipd MOTA-24 •. 1640 M6tA-24 1150 IIBJ Ipd U5P: CIBJ Ipd M674-30 ++ 2PED M67A-3O 2140 (22) lod U5P: (22J 10d MST4-36 2050 MStA-36 2525 (26)IOd U5P: (26)lod � M971-36 3800 KSTI 236 3090 (96) Ipd x I I2' U6P: (96) lod x 1 la. N M67I-48 5065 K751 240 4250 (4SJ lod x I a U6P: (48) 106 x 1 1/2" H6 950 EFTA 6 1595 (a) Ed TO RATES, (6) 6d TO ETUDE (USP, (I6) Bd x 1 1/2', (16) BC) SEA B85 5PT 4 545 l6) Ipd x 1 12" TO STUDS U5P: (6) 10d x I 12' TO STUDS 434 395 MP 34 410 (4) 56 x 1 I/2' TO BEAM, (4) 8d x 112" TO P05T. USP. 41 ad x 11/2' TO BEAM, (4) Bd x I/2" TO POST. HCP2 645 HHCP 2 I0T0 (12) IOd x 1 a" U5P (10) lI x I In' TO TRU66, 00) I0d X I a- TO PLATE HIOA 134E FIT 16A 21W (15) Ipd x 1 V2" USP: (9) Ipd x 1 In' TO TRUSS, (8) IOd x I I/Y TO PLATE xGt HDU4 4565 PHD 4A 4535 l I6)-5D5 V4'x3' TO WOOD, (10)-5D9 1/4W 12' W/ THREADED ROD, (2) NUTSN)ASHER/2 RY U5P: 5/0' AMR MN. 1' EMBED SET IN k*W 51RENGTH EPDXY, NO2 WSW LLOOD SCREWS VGi 6 HDTB 494p TDX IO NO61-SDS II TO WOOD, (3)-3/4" SMDD BOLTS W/ THREADED ROD, (D NUTS/WASHER2PLY LL6F. 1/8' AM MIN, 7 EMBED SET IN HIGH STRENGTH EPDXT 1411/B" THRU-BOLTS ABU 44 2200 6665 PAU 44 2535 EMT 015/5' ATR IN HIGH STRENGTH EPDXY, (MIK V' EMBEDS IN CGNC, (12) I6d TO WOOD U6P: SAME AS 51MP50N ABU 66 23pp I?ppp PAU 66 2535 13815 (1) 5/9' ATR IN HIGH STRENGTH EPDXY, (MN. T' EMBED) IN CONC, (IvG1 TO WOOD U5P: SAME 46 SIMPSON U% LTT19 -• 134C L76 19 I2o9 (V 3/4' ATR N HIGH STRENGTH EPDXY, (MIN. 1' EMBED) IN COND, (8)104A TO WOOD USE: SAME AS SIMPSON 0 LTT2015 ... 500 LT6 YOB 1105 (V I2' ATR IN HIGH STRENGTH EPDXY, (MIN. T- EMBED I IN CONC, (10)IOd TO WOOD USP: 3/4' ATR MIN T' EMBED SET IN HIGH STRENGTH EPDXY, (Ip) 10q (10) Iptl x I I2", 2-I2' _ (.) H774 4455 HTT45 4465 (U 5/B" A.T.R IN HIGH STREWTH EPDXY (MIN. TEMBED) IN GONG, (15) SDFO X 1 In" (U$P (20)16d X 2-a'9 U5P HAS MORE NAIL OPTION& (201 OC, (20) IIDd x IFn , (260 I6d x 2 I2" Z Q HTT5 5090 HTT45 5430 (1) 5/3" AT.R. IN HIGH STRENGTH EPDXY (MIN. 1' EMBED,) IN GONG, (26) I6d X 2 1/2" NSP- (2ID) I6d X 2-IR') U6P HAS MORE NAIL Cl (25) Ipd, (25)10d x Ula'. (20) I6d x 2 1/2' HHDOII-5D5 2E, 11,810 UPHD 11 12090 (1)1' A.T.R. IN HIGH 5TPEN6TH EPDXY, (MIN. 10" EMBED) M CONG, (241 SDe )b' x 29 W00o SCREWS (U5P= (24)WI A OO 5CR£W5) HD10 6645 TAX 10 SIIo (1) 118' AS, IN HIGH STRENGTH EPDXY, (MIN. T EMCEED.) IN CONC, (3) 5/4' STUD BOLTS TO WOOD (USP: (4) VB" BOLTS) N041 META 3.56/1115 3415 5330 NFM35X12U 3105 1130 SIMPSON. (U 3/4' 4TR IN HIGH STRENGTH EPDXY, (MM. 65' EMBEDMENT) IN CNU TOP, U S/4' ATR IN HIGH STRENGTH EPDXY, (MIN. 6T5' EMEEDMENT) IN CMU. FACE, (S)IOd TO BEAM U6P: (1) la, J-,,FF UD MINI IUM 6: EMBED, I NOT LESS THAN 4' FROM EDGE OF CONC W/ 3/4' CIA ITW RGMSETrREDHEAD D'.NA BOLT 6EEEVE ANCHOR OR EO, U1i MIN. 5' EMBEP DEPTH INSTALLED IN THE FACE. 10d AT 401ST IY ILL! ('� (WOOD) 39?5 2660 (FLR) HUS412P 3060 2830 (FLR) NI *6 TO HEADER (10) I6d TO WOOD U6P: GAME AS 61MPSON 3265 (ROOF) 3225 (ROOF) Z HUC410 (CMU) 1510 5085 HD410IF 1905 3115 (ID) I/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD, (USP (18) I/4' x B' 1L153 SCREWS, (1O) IOd MO.:'CO. = HUC3C-2 fCMW 161ID 5085 HD210-21F IS05 3115 - (I0)IOd TD WOOD' fIB) I/4' x 2-3/4' TITEN i9 PER FLANGE/ :C CMU, fIID) 10d TO WOOD: NSP, (1B) I/4" x 3' LL153 9CREW9, HUC2sO-3 (CMU) I810 4IDo0 HD210-31F 19p5 3115 CIS) 1/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) 106 TO WOOD: U9P: (18) U4" x 3' WEB SCREWS, (10) IIDd TO WOOD LG'JM26='-5D5 7430 5595 NO USP CONVERSION FOR SIMPSON LGUM26-2-5DS (4) 3/6' x 4' TITEN HD ANCHOR& (2 PER FLANGE) TO CMU, (4) 1/4" X 2 lag SDS SCREWS TO WOOD HIGH 5TRENGTH EFOxY - SIMF50N 'SET EPDXY -TIE', CONTACT THE ARCHIMEGVENGINEER OF RECORD FOR WRITTEN APPROVA_ PRIOR TO 5U155TITUTING FOR SIMILAR EPC>S PRODUCTS OR USE - CIA ADHESa/E ANCHORING, SYSTEMS. WHERE ANCHOR EMBEDMENT 19 GREATER THAN M" DEEP THE VERTICAL CELL IN CMU. WALL MUST EE FILLED SOLID w/ GROUT. •• Ipd COMMON NAILS OAI1 BE 9W S`ItUTED WITH Ipd x I In' NAILS IN CCNJUNCTION WITH A 211 REDUCf:ON IN T _E ALLOWABLE LOAD. WRITTEN AP VAL FROM THE ARCHITECT IS REOU: ED FOR THIS AFELIC417O_ PRIOR MO INSTALLATION. V) { a MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5', MINIMUM EMBEDMENT INTO THE F, `INDATION WILL BE T' ILL! H AT.R - A-301 ALL THREAD ROD (SIDE, PROTECTION TYPE, LENGTH, ETC VARIES) OBECAUSE OF THE WIDE VARIE"(Y OF MATERIALS LOCATIONS AND CONDITIONS THAT MAY AFFECT CCti::rCTOR6. THE CCRITRACTOR MUST BE RE5PONSIBLE FOR MAKING SURE THAT THE PROPER COR@9510N PROTECTION IS USED, WHEN U91NG STAINLESS STEEL CONEIECTCR5, USE STAINLESS STEEL FASTENERS. WHEN USING CMAY. / HDd W_vAY CED CONNECTORS, USE F45TENER5 GALvANDED PER 45TM-4I53 USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL BASIS AND MUST HAVE WRITTEN-PPF!CVAL =RRCTFLE _=RCHITEQ/ENGMEER OF RECORD FRIOR TO USE. ALL CONNECTOR VALUES BASED ON 5MFSON "WOOD CONSTRICTION CONNECTORS C. ?OL' 'HIGH WINP-RE-SISTSNT CONSTRUCTION C-HWO9, -ND ANCHORING e FASTENING SYSTEMS FOR CONCRETE < MASONRY CATALOG C-SAS-2o12. -2x12 (•2 SYP) 7/IS' OSPS (TYP.) NAIL (3) 12d s 6'-V OL. TYP 2j12 BM./BDR. ® ENTRY MINIMUM WALL AND HEADER STUD REQUIREMENTS MAXIMUM HEADER SPAN (ft.) UP TO 5'-0' TO S.-C. UN.O. W-II IVY 7'-II 1/2' AND UP NUMEIER OF HEADER STUDS SUPPORTING END OF HEADER 1 2 3 NUMBER OF RILL LENGTH STUDS 2 AT EACH END OF HEADER 1 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 BY TRUSS MANUFACTURER. 4, REFER TO TRUSS MANUFACTURER'S SIGNED AND SEALED DRAWINGS FOR LOCATIONS, PROFILE, AND SIZE OF ROOF/FLOOR TRUSSES. 5. HEADER SPAN CHART & MIN, WALL & HDR. STUD REQUIREMENTS ARE STD. U.N.O. ON FRAMING PLAN. 6. CONT. STRUCTURAL SHEATHING TO BTM. OF FLR. TRUSS/BEAM MUST NOT BREAK 1'4" MIN, FROM 2ND. FLR. LINE EXTERIOR MASONRY WALL 5%. HEIG4TS ................................ 8'-13' E31a's. LOAD ERG- UALL NON-1513's- WALL (2) META-16 GAME END EIRACNG SEE DTL. 'I SHEET D4 'd i ROOF FRAMING SCALE: I/4 = I' -(A' ELEVATION '15' PLAN (2) META-16 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 �vvoovvvvo� SUBDrv. de LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00- 00 Pi20JECT#: 2784.000 00001 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLORDA aAz�: 's/sVia SCALE: 1/4"=1'- 0" SHEET 6 OF 8 LEGEND FSYM50LELECTIRICAL DEFINITION MOTES IIOv DUPLEX RECEPTACLE 1FLOOR ® MOUNTED DUPLEX RECEPTACLE IIOV SWITCHED Banal 14ALF 3WR04W DUPLEX RECEPTACLE �GFI 110V GFI DUPLEX EC U FFED 11v GRO[M FAULT NTERIPtER 1�E518TA1r RECEPTACLE �y ® 220V RECEPTACLE 4 URE CONNECTION 110V DUPLEX E6UFFM N/ GR01ND FAULT dCsFI RECEPTACLE NTERJPrER (UEATHER PROOF) SWITCH 3-WAY SWITCH $ 4-WAY SWITCH LIGHT FIXTURE - WALL MOUNT LIGHT FIXTURE - CEILING MOUNT LIGHT FIXTURE- RECE56ED LIGHT FIXTURE - RANGING LIGHT FIXTURE - CEILING MOUNT LED LIGHT FIXTURE - FULL CHAIN LIGHT FIXTURE- KEYLESS K xV.P. LIGHT FIXTURE- VAPOR PROOF �( LIGHT FIXTURE -PENDANT ® EXHAUST FAN MOTOR LIGHT STRIP LIGHT FIXTURE -FLUORESCENT LIGHT FIXTURE - UG UNDER CABINET — LOW VOLTAGE PANEL ® PANEL METER SMOKE 13ATT. 5ACK-UP W/ WA MFE $© DETECTOR INTERCONNECTED CARBON MONOXIDE am. wnc-up uv uAKwRs DETECTOR NmR-aov�cw CEILN6 BOX REWIRED TO 5E O J-COX wmvoRTEv IN Acccf4 MM Uv BOX MAUgD AS &Z4 FOR M6PEt:1'ION FLOOD LIGHT DC DOOR CHIMES Ty TELEVISION JACK TELEPHONE JACK 4 GAS OUTLET LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE#D2) HOUSE PLAN: 1452 LOAD INFORMATION VA 1452 SQ.FT. GENERAL LIGHTING X (3) = VA PER SQ.FT. 4.9fi6 (2) 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA. 3000 (1) LAUNDRY CIRCUIT AT 3m (1) RANGE AT NAME PLATE RATING OR COOKTOP/OVEN 12000 (1) HATER HEATER 9000 (1) DISHWASHER 4000 (1) CLOTHES DRYER 10000 (1) DISPOSAL (1/3 HP) 246 SUBTOTAL OF GENERAL LOAD 45,002 FIRST 10 KVA OF GENERAL LOAD AT 100X 10000 REMAINDER OF GENERAL LOAD 0 40X= 35,602 VA 8 (.4) 14241 TOTAL NET GENERAL LOAD 24241 5—TON HEAT PUMP#1 30 AMP X (240 VA) = 7200 5—KW ELECTRIC HEAT 5000 VA a (65X) 3250 NET GENERAL LOAD 24241 NET TOTAL HEAT 10,450 TOTAL LOADI 34,091 CALCULATET LOAD FOR SERVICE 34,691 VA / 240 V= 144.55 200 AMP SERVICE ■ ----------- LANAI I FANICEILING PRE -WIRE lu TRANSFO"Pt BAK, W*VA VOLTAGE, 1624VLSW-240/400V SERVICE, 6NGLE RWAASE UNOORGINIOUND AVAILABLE MITI IAL' SYMMETRICAL FAULT CIRCUIT AT SECONDARY SIDEt (60440 VOLTS) MAXMIM FAULT CURRENT, Ie W amps POWR COMPANY TRANSFOPIMER SERVICE BY OTHERS GRADE LINE (3) t 1 T44Wt UN COPPER CONDUCTORS. [0 0 i TWWNfrM W COPPER GRAND IN 2" CONDUIT. NEMA 91R L20;0 AMP CO BO 4V42 AAND METER CtCAN 200 AMP. PtVICNE. DATA �` F1 F 200 AMP ELECTRICAL RISER NOTE, ELECMICAL MATEMAL6 AND INSTALLATIONS SHALL C0PVLY IW APPLICABLE PROVI61ON6 OF THE NATIONAL. ELM CODE. LOCAL CODES. AND THE LOCAL F'OUER CO. �I DINING GREAT ROOM OWNER'S SUITE JAM — ail '� / ■ 1 ) 6 I DIED. 20 AMP 1 I OUTLET FOR ■ + t —j I ■ M. WAVE CMD r ' KITCHEN 0. BATH ■ OPT. ■ REF, W.I.C.ci , BEDROOM 3 ' ---- BATH 1I'Eh I \ LKSHT 4 SWITCH ■ — — — � % \ M ATTIC \ ' R/A FOYER ■ /� .' )6 � `N SPRINKLER f I �'� % CONTROL CMD e ` 2-CAR GARAGE ■ Tv. -- \ I BEDROOM 2 �' O\ I ' I GFI CLG. OUTLET a/ ENTRY f ) , I COACH LIGHT �GOND.) WP CTFI PROVIDE 04 114NRFIRN COPPER CONNECTED TO CONGIETE ENCASED POO" STEEL AND COLD WATER PIP$ NOTE, IF PVC 16 USED THERE, 16 NO BONDKtROIND TO COW WATER PIPE. CABLE/TV v"1$aR PROOF BOX ELECTRICAL FLAN SCALE: 1/4 = I'-C' ELEVATION 'B' A R C H IT E C T S 1441 IV. KUIVMLU KLMUMK DLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �umnui ��000000aoo� r vHaIV. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00-00 PROJECT*: 2784.000/00001 PAGE: ELECTRICAL PLAN 160 MPH EXP. C Bof ARCHrrECT-. STATE OF FLORIDA DATE: 6/8/18 SHEET 7 OF 8 Planning & Development Services Department Building & Regulations Division COUNTY -,,ftl r L 0 R 1 ti Product Review Affidavit Building Permit # Owners Name Applicant: Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number_ Glass Type Method of Attachment Windows +32.37/-42.62 +50/-60 DP Ply Gem Series 4712 Flange n FL 14039.1 NOrWtf,paCt R t t Wood Svxaw wRh sMnenY aratn to ac^.'evs t-V4' embeanenz. Required anchors: Head (3). Jamb (3) Mullions N/A +/-75 DP Ply Gem Series 4700 Flange FL 15264.2 NIA u7soWTopccnw?haulfinew.loWt,toacr�ca-;:'rvirtumembodmentw4h2X'eunun:.mrnedge dstanca. Fixed Glass +29.65/38.87 +/-55 DP Ply Gem Series 4701 Flange , FL 14434.1 Non -Impact a 10 Wzwd ScrewwRv, suft*nt tenpde to arise Block Glass N/A NIA N/A N/A N/A NIA N/A Skylights N/A N/A N/A N/A N/A N/A N/A Sliding Glass Doors +28.74/-42.62 +/-50 DP Ply Gem Series 4780 ; FL 14634.2 Non -Impact Y16Taa«,*ftVA[MMewga,me.,�*e1.1A-0modfr*L aOW:wa a.,:P484MIS(5).Jaft(5)Feoh wWdow. Swing Type Doors +30.64/-30.64 +67.0/-67.0 ThermaTru 3vwrsmoomstvFetwom FL5891.5 N/A fWTaoari W, MA &ftdd-OMk.u+',WCWW� MtrO2,W.04WWwnac nt wChor =:rRP-c4Tw„wSu•.Met French Doors N/A N/A N/A N/A N/A N/A N/A Garage Doors +25.91/-31.39 +36/-42 Clopay 16X7 Model 73W6 FL16546.4 N/A is" to Nook on Vert" ambU4.Xt+We,.,ortoa4oadT,SPM&mokxp"kvof7,i-.wt-00Ime! a� araw►m Hurricane Protection N/A +40/-40 Eastern Metal Supply 24ga Steel Panels FL 11964.2 N/A 1/4" Tapcon Anchors, SG Tapcons or 1/4" x 3140. All points Solid -set Anchors. Roof Ventilation N/A Roofing Material N/A !"1 N/A Ta m k0 N/A F L 18355.1 N/A 8 nMs per smVe. SLer+:Wm We raokng neD. naW s,Renks shoWd be t 2 go.fga wre and n¢nimuT head at &'8'. 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 Signature: Design Prof- ARCHITECT Cert. No. AR001 7 re. These products provide adequate resistance to the Date: 06/26/18 . seal JUN ; 114 s, i� 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 h W 0 F U h W A a q 2 A a hC a 0 QE V 00 C L SUBDIV. 7LAKE OAKLAND(LOT ]!MODEL: 1452 XXX00— 00 PROJECT#: 2784.000/00001 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA Jul 10 ?018 JUL Of 2018 TE: 6/29/18 / SCALE: 1/4"=1'—O" SHEET or Planning & D veloprtrent Services Uelmartment Building & [legislations L7duisac>ae Product Review Affidavit tia.milding Petanla ___ t�wr ir Narnc __ Applicant: Product Model ttumEler OpeningDesign n Product Rated Manufacturer Product Class Type, , Method Of Attath mefn Pressures Design Pressure Approval Nomw Windows Series 4700 +32.37/ 162 +50W) TV Ply Clem I U #(i39-R2 '0r14n1P,'m One 3/161I`W' ispo0n wit[t ;Single Hun' Flange suffli Tent length it? achieve 1 V47' y 5-Sil Egress rainani'uni einbedntent. R8QUtredt anchors: Head (2),. Jamb (3) Each windrow, Windows Series 4700 = 32.3 7t-4162 + 50/-60 i.71' Ply Oern i'"i.14039-R2 Non-f m paact On 3/16" rfW I�apeca with sinide Hunt' flange sul"ficient length to achieve 1 UW, 25-S I Liras minimum enibe'd.rilcut. RedguWad 1 tat49i' n rs Head (2). Jamb (3) Each I wfo w. Mullions Series 4700 lwllA - 75 UP Plv Gem FL15264-2 MA 3+16" 1"4"W Tamlmtralr}wwws (if Flange sufficient lengthtO,dtllAtl."ve fS1iY inillm calbedment o:r t 14" into concretchila;oarysub triatem Sliding GlassIJocgs eries47oo 2k1.74,-.42.62 d^-50 DP PlytbQ'in 171,146342 Nmi4rnpaet f`r° f7koTaapconstmtsutlici@til1431gth to achieve ai 2 "'2" namnrsnum t tbcrl.arr:i%:n€ Required anchors: Head/64i fG , Jamb (6) Each window, Swing Type [?Oars 3 0"N8,0" - 3a).t?4,t.30,64 + 67.0,, �67.0 1 ormra ria, 1'15tt'�m'l •145 NPA 1TW Tapc on %", Min Embedment 1,. Sntamuth 4tar 1140, Tulin Clearance Icy edge 7, Mir, Clearance to adjacent anchor 4% OR Fiberg[atsa, E CO Tepcon 1.4 , min Ernoedment 1-1/4", Min Cfaarainex to e4e 1", Main Clearance to adjacent anchor 4'. Anchor Spacing tax 18f 0C- Garaga 00*rs 160 Mudd 25'9101 3a9 r 36/ 42 r. op ae l 116546.4 A Jamb to block on vertrcle jamb, 1/Wx1 Y6 p mars embedded Tapron, flax spacing of 7 W " and VOID GC steel washer regtkred. Door to jamb; 13 GA GALV, St" flag bfacket atta shad to Jamb with 0) o to tr OCR wikh (2) 1,/4' rivets... 2'W X 12 GA GALV. Steel briackets attached to jamb whth (1) 51W' X 1 5r8" LAC screw par track bracket. Hurricane Pfotection 24gam Sleet NIA -40/40 t:,astwt°rf. Metal FL t 1964.2 I!11A ;'," T apron Anrtiors. SG Topcdrt-9: 0r Panels supply ", n" x'ra'" Ali Pc in Solid -Set Anchors. tatmralrrium embedment into concrete of 1 d Hod= Vemikition 4' Standard 'ti?A N/A Taiiiko FL5219.3 R3 Tel,';A .Apply roofcement to the nttdersidc. Off Ridge bads and welt ffiallges, o the riche Vent vent. Ocnient should be 1/." thick and extend 2" Tinto roof un'derlaytment. Atttau Teat vent top and ;side flanges it) deck ,with nails spaced 8" o,e. and f,+�>+'tgom each end..Alter f lowing flange to deck, nail aand iadh ere loosened shingles with flashing cement. Amply flashing cerrscamt ter exposed nail heamds Tint whatever flange edues .meet shingles, Rooting Unde'rlayrnent i�t A tst/A N:A Trinity ERD F'f„15216==-tit2 MA F°eid spacing max 12' 0,C: Staggered overlaps attar:had W O.C. with corro n resistant fasteners with 1' diamaater plastic Of metal cap mails. RoomgAs.phalt NA VA NIA Tamlto Ft.t8355-R3 A°3A 6noifs per shingle. Standard t`7pe Shingles rooting nail: nail shanks should be 12 gauge wire and minimum head of 318'. 6Iaft, should penetrate deck 6 daampletriiy and extent at least I past. I bave r6iewed the above: components or cladding and t have. approved their use in this structure, "I-hese products provide adequate resistant.+: tam the ivinel Ilds and ford spe+rtF'ted by current code provisions. Name. ....................._� Signature: Design, W- — � m Cert. No..__ -_........... � � T .................,_T. Date. A R C H I T E C T S INli1111111 PH: 407-774-6078 v FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIIIIII ��emmome0eo� JE E O C L SUHDIV. 8e L07ZI OAKLAND LAKE (LOT 1) MODEL: 1452 MOO- 00 PROJECT#: 2784.000/00001 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHITECT STATE OF FL.ORDA s 1/4"=1'-0" SHEET 8 QF 8 n)'e 1E0kAR VERTICALLY UV CGNC. POURED CELL IS RE6AR VERTICALLY W) COMO, (40' MIN LAP) _,,(I) POURED CELL (26' MIN LAP) R-4U INSUL MIN. S. Cm TEXIUREP CEMENTICUS COATING g z w PER (AOTM CS26) (TYR) > �4 = �cm I$GIiT VARIED ;0 0V4' `IR' GYP. UL. CD. o / IIIOOD BASE w - a > E 2 ONC. MEW. W( 6'x6' R' CONC- REI'P. W/ 6'xi' U11F OR PIBER'7EGN ON = 4ALX41WF OR FIEER'ESH POLY ETHYLENE VAPOR 6-MIL POLY ET4YL9M R ON DELL -COMPACTED Ke2a)%'Sp POR ISAgIRIER ON TEPt11TE TEATED flLL CLEMIL E R7ITE 11(EATED FILL 2 mBAR ON CHAIRS ON CFRAJIQB 1-STORY FOOTING 1-STORY FOOTING OW/ BLOCK WALL AT GARAGE WALL WYOND WALL BEYOND S/4' RECESS FOR PAVERS GARAGE DOOR ! Uf coic, 14m. W 6w, � 11Ar84111� OUPEFJi'ElRI QI ,6 ?= ia'IL POLr 914416E VM401R .0 44 a Q — CL9MI 16MI1E TIEAT✓<D fLL m • 9 V2' GGNC, REM. W 6'zi' NEW Uv 6'x6' > _ WAWA WIF OR FIBER'7ES14 ON ON _ ° ` UR+NUIR.t U!R OR LE4E a _ VAPOR PAVER 6-MIL POLY ETHYLENE6d1 _ r L POLY ETHYLENE VAPOR VA BASE BARRIER ON UELL-OCMIPACTEp BARRIER ON ILL S. 1�_0. CLEM TER RITE TREATED FILL CLEAN CLEAN TERMITE TREATED PILL 'S REBAR ON FOOTRIG • 1 CHAIRS BEYOND E I ' 4' G' RECESS FOR PAVERS EXI'tND TGG(RdG (0'S REBAR ON CHAIRS '^ I'-0' UNDER PAVERS (2) RR99AR ON CHAIRS GARAGE STEP-UP NON -BEARING E DOOR FOOTING PAVER RECESS @)9APLA9 SQQ 9 @ENTRY DOOR SEE MANUP. PRODUCT DETAILS FOR REWIRED SIZE MID DEFT 2: OF 14119CE96 PGR 8" TRAGIC w VARIES -'R FINI6H FLOOR - (1)00 REBAR SET IN SIMPSON " STRENGTH EPDXY W E ISED. MM. (7)'S REBAR I -STORY ,e (S) % RED+1R • 7-STORY ° a 4 a a OUTSIDE RESAIR TO BE a CONTINUOUS ° In' GpVG. PEW. Ru 6'x6' WAWMA UUF OR HISE M 614 GN ° 4 - 6-MIL POLY ETHYLENE VAPOR . CLEAN TER'll TREATED T-I' MIN. LAP TYP. RETROFIT FOR UB AT S.G.D. j_jj_-�SLA6GAL&1'.I'4 A OMITTED DO�� B REBAR• LAP AT FOOTING vERTIGx RR994R TV HORtl2ATIONAL REBAR W/ 10' Hook rrl-TE GROUTED BONA BEAM IVARIES PER ELEv a z L °° °a CLEANQUT REWIRED FOR INSPECTION E> 0'-0' FR1 K.R. (D AS VOW PcUmL J LAPPED, W BOND BEMs TIE VERTICAL REBAR ° TO TIONAL (1)15 REBAR AT CORNER6 a a REBAR�IW 10' HOOK UV 25' LAP MN. TYP. REBAR LAP HORIZONTAL/ VERTICAL AT LINTEL CORNERS REINFORCING c A R C H IT E C T S jesi pgn IDU Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �I"I'IIIII L 000000000J OE 8 E O C L 9UHDIV. 7,)LAKE OAKLAND(LOT MODEL: 1452 Moo-00 PROJECT#: 2784.000/00001 PAGE: FOUNDATION DETAILS 1W MPH EXP. C ARCHrrECT-. STATE OF FLONDA DA)'E: 8 /6 /18 9 ALE:1/4"-1I-0" NOTE: — NOTE: SHIM AS NEEDED SHIM AS NEEDED TO PLUMB JAMB. TO PLUMB JAMB. ❑ DO NOT EXCEED �' ❑ DO NOT EXCEED #' 8' CMU BLOCK 8' CMU BLOCKJ �DRYWALL DRYWALL WINDOW/DOOR JAMB P.T. Ix4 or 'x4' MIN Ix4 or Ix2 P.T. NAILER P.T. Ix4 or J'x4' MIN. WnrpouwooR (SEE WIN001VpOOR JAM BLOCKING Ix4 or Ix2 P.T. NAILER BLOCKING FASTENER FASTENER SCHEDULE FOR ATTAGaMEKT DOOR CASING FASTENER SCHEDULE FOR ATTACI�IT 4 DOOR CASING SCHEDULE DOOR JAMB /WINDOW SECURE 2nd 2x t0 STRUCTURAL OOR JAMB /WINDOW (ATTACHED t0 BLOCKING MEMBER w/ (2)12d NAILS 8' FROM (ATTACHED TO BLOCKING cm PER MFR'S SPECIFICATIONS EACH END and a IS' OL. MAX PER MFR'S SPECIFICATIONS) P.T. Ix4 or sq'x4' MIN: SECURE THRU FRAME INTO BLOCK w/ (I) J' TAPCON (MIN. EMBEDMENT I J") WINDOW TO BLOCK (+4" or + 4") WINDOW TO BLOCK (+3") 8' FROM EACH END and a IS, O.C. MAX or DOOR JAMB TO BLOCK (+%" or +4") DOOR JAMB TO BLOCK (+3"� (U DRIVE PIN, 8' FROM EACH END and 4E 4A SCALE= I =I m a IS' O.C. MAX SCALE- F=r_mr r ,_ MIN. SHANK SIZE .145 MIN. HEAD SITE 300 MIN, EMBEDMENT I' NOTE: NOTE: SHIM AS NEEDED SHIM AS NEEDED P.T. 2x4: CEO TO PLUMB JAMB. TO PLUMB JAMB. SECURE TO BLOCK w/ (1)TAPCON ❑ DO NOT EXCEED' DO NOT EXCEED' (MIN. EMBEDMENT I J') 8' FROM EACH 8' CMU BLOCK END and a 18' O.C. MAX DRYWALL 8' CMU BLOCK' DRYWALL or P.T. 2x (1) DRIVE PIN, 8' FROM EACH END and (SEE WINDOW/DOOR JAMB BLOCKING Ix4 or Ix2 P.T. NAILER P.T. Ix4 or I'x4' MIN. Ix4 or Ix2 P.T. NAILER a 18' O.G. MAX FASTENER SCHEDULE FOR ATTACHMENT) DOOR CASING (SEE WlND=00R Jape BLOGdNG 1' 055 (4' WIDE MIN.) MIN. SHANK SIZE .145 SECURE 2nd 2x TO STRUCTURAL FASTENER SCHEDULE FOR ATTACHMENT CASING xr MIN. HEAD SIZE 300 DOOR JAMB /WINDOW MIN. EMBEDMENT I #" (ATTACHED TO BLOCKING MEMBER w/ (2)12d NAILS 8" FROM OOR JAMB / WINDOW SHINGLES OR TILE (PER BLDR) PER MFR'S SPECIFICATIONS EACH END and a 18' O.C. MAX (ATTACHED TO BLOCKING PER MFR'S SPECIFICATIONS) F.T. 2x6: MKI OVER 030 FELT PAPER (OR APPROVED EQUAL) SECURE TO BLOCK w/ (2) ' TAPCONS INSTALLED PER SECTION R905 OF THE FBGR, WINDOW TO BLOCK (+1 4") STRUCTURAL 2x MUST BE ON OUTSIDE a SECURED (MIN. EMBEDMENT I J') 8' FROM EACH 6TH EDITION (2011) DOOR JAMB TO BLOCK (+1 4") THROUGH NON-STRUCTURAL MEMBER (Ix or J' OSB) END and a IS' OL. Max OVER ROOF SHEATHING (TYPE AND ATTACHMENT 46 w/' TAPCON MIN. I J' EMBEDMENT INTO BLOCK or METHOD PER 'NAILING SCHEDULE' sCA1E= r.r-m' a2) DRIVE 8' O.C.AIRS, 8" FROM EACH END and -ENGINEERED ROOF TRUSS WINDOW TO BLOCK (+3 3/16") MIN. SHANK SIZE .145 EMBEDDED STRAP ATT OR BLOWN -IN INSULATION 7 MIN. HEAD SIZE 300 (PER PLAN (R-VALUE PER ENERGY CALCS) NOTE: DOOR JAMB TO BLOCK (+3 /g) MIN. EMBEDMENT I' SHIM AS NEEDED 4F Sca.E: r=r-m' yyyyyy t0 PLUMB JAMB. METAL DRIP ED 'GYPSUM BOARD OR }' HIGH ❑ DO NOT EXCEED' P.T. 2x8: 2x6 SUB -BA STRENGTH CEILING BOARD 8' CMU BLOB SECURE TO BLOCK w/ (2) J' TAPCONS VENTED CONC. FILLED U-BLOCK w/ ' DRYWALL NOTE: (MIN. EMBEDMENT I k) 8' FROM EACH ALUMINUM SOFFIT (1)15 CONTINUOUS REBAR P.T. 2x Ix4 or Ix2 P.T. NAILER SHIM AS NEEDED END and a 18' O.C. MAX R PLAN (SEE WINDOW/DOOR JAMB BLOCKING TO PLUMB JAMB. or CAST LINTEL FASTENER SCHEDULE FOR ATTACHMENT' OSB (4' WIDE MIN.) (2) DRIVE PINS, 8' FROM EACH END and DOOR JAMB / WINDOW WINDOW (PER PLAN), (SIZE AND REINFORCEMENT DOOR CASING � DO NOT EXCEED # a 18' O.C. MAX ATTACHMENT PER MFR.PER PLAN) SPECIFICATION (ATTACHED t0 BLOCKING 8' CMU BLOCK MIN. SHANK SIZE .145 PER MFR'S SPECIFICATIONS' DRYWALL MIN, HEAD SIZE 300 NOTE. P.T. Ix4 or j'x4' MIN. Ix4 or Ix2 P.T. NAILER MIN. EMBEDMENT I' STRUCTURAL 2x MUST BE ON OUTSIDE t SECURED FASTENER SCHEDULE F'4� ACTT P.T. Ix (4' WIDE MIN) ALL INSULATION THROUGH NON-STRUCTURAL MEMBER (Ix or a' OSB) DOOR CASING P.T. (2) 2x4: BE PRECAST OR POURED IN (R-VALUE PER ENERGY CALCS) w/ ' TAPCON MIN.1 ' EMBEDMENT INTO BLOCK SECURE 2nd 2x TO STRUCTURAL MEMBER w/ (2)12d NAILS 8 FROM OOR JAMB /WINDOW SECURE TO BLOCK w/ (U # TAPCON PLACE SILL (PER BLD �' GYPSUM WALL BOARD EACH END and a IS' O.C. MAX (ATTACHED t0 BLOCKING (MIN EMBEDMENT I �q')8' FROM EACH ' TEXTURED GEMENTITIOUS -(U'5 REBAR VERTICALLY INONC. POURED CELL 15 !, PER MFR'S SPECIFICATIONS) END and a 18' O.C. MAX WINDOW TO BLOCK (+l /6) or COATING S26.) OVE(PERR (LOOCA ION PER PLAN) DOOR JAMB TO BLOCK (+1 1%s") STRUCTURAL 2x MUST BE ON OUTSIDE E SECURED (1) DRIVE PIN, 8' FROM EACH END and a 8 O.G. MAX 8'' P.T. FURRING STRIPS a 16' O.G. 4C SCALE: I:,I _m, THROUGH NON-STRUCTURAL MEMBER (Ix or J' OSB) MIN. SHANK SIZE .145 w/ #' TAPCON MIN. 1 #' EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 D BASE MIN, EMBEDMENT I' NOTE: WINDOW TO BLOCK (+3 %611) SHIM AS NEEDED 11Em TO PLUMB JAMB. DOOR JAMB TO BLOCK (+3 7/s) P.T. (T) 2x6: 'e ONCRETE SLAB ❑ DO NOT EXCEED #' 4G SCALE: r=r-m' SECURE TO BLOCK w/ (2) #' TAPCONS (SEE FOUNDATION PLAN FOR SIZE (MIN. EMBEDMENT I k) 8' FROM EACH a ANp REINFORCEMENT) 8' CMU BLOCK END and a IS' O.C. MAX XTERIOR WALL FOOTING �' DRYWALL UPLIFT UP TO I115 lb or (SEE FOUNDATION PLAN FOR SIZE P.T. 2x Ix4 or Ix2 P.T. NAILER (2) DRIVE PINS, 8" FROM EACH END and BLOCK WALL SECTION HIP ROOF AND REINFORCEMENT) — SIMPSoN NTS20 w/ 110)10d NAILS TO TRUSS t a 18' O.G. MAX 2 (SEE wlNDouwaoR )are BLocaNG P.T. Ix l4' WIDE MIN.) SINGLE stoRr SCALE: 3!4'=r-m' FASTENER SCHEDULE FOR ATTACHMENT (4) � X2 J' TAPCONS INTO BOND BEAM -ENGINEERED MIN. SHANK SIZE .145 DOOR JAMB / WINDOW DOOR CASING (or EQUIVALENT INSTALLED PER MFR'S SPECS TRUSS MIN. HEAD SITE 300 (ATTACHED TO BL.00KMG TINUOUS BOND MIN. EMBEDMENT I" BATT INSULATION ADHERED TO CEILING ' GYPSUM BOARD OR �' HIGH PER MFR'S SPECIFICATIONS UPLIFT UP t0 TRUSS lb BEAM BOARD (R-VALUE PER ENERGY GALGS NOTE STRENGTH CEILING BOARD l2) SIMPSON NTS20 EACH SIDE OF TRUSS w/ : (10) IOd NAILS TO TRUSS E (4) J'X2 J' TAPCONS P.T. (2) 248: BE STRUCTURAL 2x MUST BE ON OUTSIDE 4 SECURED INTO BOND BEAM THROUGH NON-STRUCTURAL MEMBER llx or J' 0SB) (or EQUIVALENT INSTALLED PER MFR'S SPECS SECURE t0 BLOCK w/ l2) #' TAPCONS w/ I' TAPCON MIN. I J' EMBEDMENT INTO BLOCK (MIN. EMBEDMENT I A 8' FROM EACH .. an TAPCONS MIN. or OFENIWj 22' x 30' MIN. WINDOW TO BLOCK (+2 ") 2' COVER (2) DRIVE PINS, 8' FROM EACH END and D CASING At SIDE 2' APART a IS' O.C. MAX ATTIC ACCESS AIR SEAL GASKET BETWEEN DOOR JAMB TO BLOCK (+2 K") TRUSS ANCHOR RETRQ—FIT MIN. SHANK SIZE .145 3 sue: KtS. WOOD CASING 4 GYP. 5 MIN. HEAD SIZE 3SS BOARD (TYP) 4D SCALP: r.r-m' SCALE: Kts. MIN. EMBEDMENT I" A R C H IT E C T S Desi n ful Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �IIIIIIIIII ��emcocomoog E 8 E O C L stmnrv. & LOT: OAKLAND LAKE (LOT 1) MODEL: 1452 XXX00-00 PROJECT*: 2784.000 00001 PAGE: 1—STORY WALL SECTIONS & NOTES 1W MPH EXP. C ARCHrrECT: STATE OF FLOFtlDA /8/18 SCALE: 1/4"=1'-O" 1 SHEET D 2