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HomeMy WebLinkAboutBUILDING PLAN PAGE 1-15INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET 2 / GN GENERAL NOTES l 1 FOUNDATION PLAN 2 DOWEL PLAN 5 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FIRST FLOOR PLAN XXX O O — O O 4.1 SECOND FLOOR PLAN 5 ELEVATIONS - FRONT & REAR 5.1 ELEVATIONS- LEFT & RIGHT 6 FIRST FLOOR FRAMING PLAN 7 SECOND FLOOR ROOF LAN FOR: 8 FIRST FLOOR ELECTRICL FRAMING P LAN 8.1 SECOND FLOOR ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D7 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS floffnes ��n h �o m e s■ cO m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW Sl peed< To o ra hic DES GIN Frost line , ES GN URLAYM ENT FLOOD n FREEZING ANNUAL WIND DESIGN _SUBJECT TO DAMAGE FROM 1 WIND ICE BARRIER LOAD (mph) of ec s' CATEGORY` Weathennga depth' Termite TEMP` REQUIRED" HAZARDS INDEX' TEMP' Very N/A 160-C N/A Negligible N/A Heavy 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 01-01-18 LO IDA B ILDIN COD RESI ENTIA (FBC ), REVISIONS 6TH EDITION(2017) 1 *ALL LOCAL AND STATE CODES DATE DESCRIPTION • OCCUPANCY — RESIDENTIAL, GROUP R3 T. *CONSTRUCTION TYPE — VB 1ST FLR LIVINGS 920 SQ. FT, •MIN. INTERIOR FINISH — CLASS C 2ND FLR LIVING 12 f5 SQ. FT. • BASIC WIND SPEED — VULT = 160 MPH GARAGE 444 SQ. FT. — VASD = 124 MPH TOTAL LIVINGS 2k39 SQ, FT. RISK CATEGORY II *EXPOSURE CATEGORY — EXPOSURE C ENTRY 50 50,FT. • 1—STORY RESIDENCE — LANAI 100 SQ. FT. . 2—ST RY R IDENC — M HEIGHT PER LO L AND S TE CODES TOTAL 2,�89 SQ. F7. • STATE OF FLORIDA cu51c VOLUME LIVING15,204 SQ. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA PROFESSIONAL ARCHITECT: ELEVATION A W LANAI 40'-0" 48'-0" 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 Design Groulslnc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 F w 2 0 F 0 U aE, 441 F W A� 4q q Fa�i A SLTBDIV 8c LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: COVER SHEET ARCHrrECT- STATE OF FLORIDA JUL 0 5 /,�v DATE: 6/29/18 S ALE:1/4"=1'—O" SKEET C S of e� mW 0 $ o< Z 0 LLJ CID ,P� w3 Z S� ¢ Z �a 2: m f F\LLI ZO ca2: �OUOm a0 LU 00 �Z wW Z ¢� Z)wtu ZO .. O U w .j LL ;'ANNED BY .Ide county JUL 10 2018 INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET 2 ( GN GENERAL NOTES 1 1 FOUNDATION PLAN J 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FIRST FLOOR PLAN XXX 0 0 — 0 0 4.1 SECOND FLOOR PLAN 5 ELEVATIONS - FRONT & REAR 5.1 ELEVATIONS - LEFT & RIGHT FORM PLAN 7 SECOND FLO OR ROOFGFRAMING PLAN 8 FIRST FLOOR ELECTRICAL PLAN 8.1 SECOND FLOOR ELECTRICAL PLAN Dl FOUNDATION DETAILS D2-D7 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS i OUIML N IH kxnes a n h o m e s. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA F UND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER AIR MEAN FLOOD OW Speed' )Topographic DESIGN a Frost line DESIGN UNDERLAYMENTFREEZING ANNUAL - LOAD (mph) I effects" CATEGORY` Weathering depth° Termite` TEMP` REQUIRED" HAZARDS' j INDEX' TEMP' N/A 160=C N/A Negligible N/A HVer 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 01-01-18 • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) *ALL LOCAL AND STATE CODES *OCCUPANCY - RESIDENTIAL, GROUP R3 DATE DESCRIPTION .CONSTRUCTION TYPE - VB IST FLR. LIVING: '320 50. FT. •MIN. INTERIOR FINISH - CLASS C 2ND FLR. LIVING 1,215 50. FT. • BASIC WIND SPEED - VULT = 160 MPH GARAGE 444 50. FT. - VASD = 124 MPH RISK CATEGORY II TOTAL LIVING 2 ro39 SQ. FT. *EXPOSURE CATEGORY - EXPOSURE C ENTRY 50 50. FT. • 1-STORY RESIDENCE - LANAI 100 50. FT. • 2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES TOTAL 2,189 SQ. FT. • STATE OF FLORIDA CUBIC VOLUME LIVINGs18,204 SQ. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA PROFESSIONAL ARCHITECT: ELEVATION A W LANAI 40'-0" 48'-0" DAMES 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 Design roU Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003326 �IIII'lllll Lyn 000■om& E 8 4� E O L L SLTBDIV. & LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT*: 02784.000/00019 PAGE: COVER SHEET ARCHrrECT- STATE OF FLORDA ✓4 1 6/13/18 C AT: 1/4"=1'-0" SHEET C S or GENERAL NOTES 1. _ ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10, 3. 4. 5. 6. T 8. 9 10, 11. 12. 16. 17. FA. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN Co' IITRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE H&D 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/ENGINEERSHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES, THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS, THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTIENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS, THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24' A.F.F. AND MORE THAN 721 ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING. CONTROL DEVICE THAT COMPLIES WITH SECTIONS R3122.1 AND R312.22 OF THE FLORIDA BUILDING COPE RESIDENTIAL 6TH ED, (2017). WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROORCEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3A OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017) CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISP€D INR702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 1 2. C3 4. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN. WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 13/8INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2:. DUCTS IN THE GARAGE AND DUCTG 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 ROD 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 Y:-INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -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 Y24NCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1, 2. 3. 4. 5. 6. 7. 8, 9. 10. 11. 12. 13. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROU§H GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES, THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1%0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY, IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTEN R,F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION, FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %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 W LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM 01557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BEAMINIMUM OF T- 0" BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO, CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS. CONCRETE 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI318-11. 2, ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM G33-03. MAXIMUM AGGREGATE SIZE SHALL BE'/4". 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'3/4". 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. 8.:. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE 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 3/81NCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN ''%INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES, 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R606.2.11 OF THE FBCR, 6TH EDITION (2017) T FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING, 8, MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN, REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1/2 INCH TO 2,25 INCHES (13 TO 56 MM) IN LENGTH, DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 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 R5062.4.2 (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 A^ B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.I. #5, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: _ CA. #11 AND SMALLER yAl D. BEAMS & COLUMNS: D.1. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS I 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 NFPA70, 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 EFFICENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404A. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL, 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE, THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE(S) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE. TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST 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: 0.1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. APA - THE ENGINEERED WOOD ASSOCIATION: E.1. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2.'. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER,UNO. A. Fib = L100 PSI Fv =175 PSI E=1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS, 3.. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS, 6. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD, 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 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 CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8" COX PLYWOOD OR 15/32"APA-RATED O.S.B. SHEATHING. PROVIDE PANEL=CLIPS AT MID -SPAN FOR SPANS GREATER THAN WON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10.. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE/a SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. l l.!. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 112" CDX PLYWOOD OR 15/32" APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS, 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13, PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP 92. 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 AB DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AB DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 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 L1360, DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240. 18. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT, 19. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE *SIMPSON" STRONG -TIE BY SIMPSON CO, OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. 20. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302,12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOORICEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.91A�. 21. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B 16OMPH/C 160MPH/D 2X6 STUD SPACING @ 16" O.C. I @ 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. 01 I IaaQIA1fN 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 V PER 100' OF LINE WITH EVERY 107 CHANGE IN TEMPERATURE.. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. PIPE SUPPORTS SHALL BE A MAXIMUM OF 32' HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) ' CONDENSATION LINES SHALL BE MINIMUM '/l PVC (SCHEDULE 40), INSULATED WITH %- AMAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM'3W 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) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACEAND ANYSOFFITS 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 PA€ER 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 T'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-C1063-11AAND 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 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 WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 A R C H I T E C T S 1444 IV. HUNALU Ke IJAN ULM LONGWOOD, FL 32750 PH: 407.774-6078 FAX:407-774.4078 www.abdesigngroup.com AA #: 0003325 F W 0 0 F W F, a A a A R; A ti b F CZ oCZ O .. �t co 7 a co L. w m SUE3DIV. & LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: GENERAL NOTES ARCHITECT STATE OF FLORIDA JUL Q D ;TE: 6/29/18 S DALE: 1/4"=1'-O" SHEET G N OF 9 JUL 10 201E 00 GENERAL NOTES CONCRETE 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. 1. ALL CONCRETE WORK SMALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI318-11. 2. 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) f OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 A.l. SLEEPING ROOMS 30 Al ATTICS W/ STORAGE 20 3. � ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE'Y.. A3, ATTICS W/OUT STORAGE 10 AA POOLROOMS 75 4. i PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. A.5. BALCONIES 40 A.6. DECKS 40 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. Al, STAIRS 40 A.8. ALL OTHER ROOMS 40 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED''1W. B. FLOOR DEAD LOADS 1PSF) 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS-0N-GROUND WHERE 8.1. ALL AREAS 10 INDICATED ON DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. C. ROOF LIVE LOADS -. 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. C.1. " MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). D. ROOF DEAD LOAD IPSF1 CA. FIBERGLASS SHINGLES 17 � MASONRY D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA = = E.I. BASIC WIND SPEED VULT.180 MPH, VASD 124 MPH 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS402/ACI 530/ASCE 5. E2. EXPOSURE CATEGORY C EA WIND DIRECTIONALITY FACTOR 0.18 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 NT COEFFICIENT E.4. INTERNAL PRESSURE COEFFICIENT (GC_pi) 0.18 MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm=1500 PSI, E.S. OPEN BUILDINGS 0.00 E.6. ENCLOSED BUILDINGS t0.1o.18 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. F. GUARDRAILS AND HANDRAILS LIVE LOAD . (PSF) 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. F.I. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN•FILLCOMPONENTS 50 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3181NCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN%INCH AND NOT MORE GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. THAN'/.INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES 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 ARE FOUND PROVISIONS OF SECTION R606.2.11 OF THE FBCR, 6TH EDITION (2017) 4. 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 I 7. ',. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELO 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 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. BY BUILDER' NOTE ON COVER SHEET (CS). REINFORCING STEEL_ 5. 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. 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 316; THE 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI318-11. AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 2. I REINFORCING BARS SHALL 8E OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS, 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 112 INCH TO 2.25 INCHES (13 TO 56 MM) IN LENGTH, 8, THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 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) 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. 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 10. 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',, MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25", INSTALLATION OF STRUCTURAL PANELS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). 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. 11. ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: 12. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 241 A.F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.22 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 1" B. CONCRETE EXPOSED TO EARTH OR WEATHER: 13. 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). B.1. #5, W31 OR D31 AND SMALLER 9" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: 14. WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). C.1. #11 AND SMALLER 3/." D. BEAMS & COLUMNS: 15. INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, D.1. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR ILL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT, 16. ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). ELECTRICAL 17, CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014EDITION. . GARAGES AND CARPORTS 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 1. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN, WIND LOAD. _ 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 5. 125-VOLT, SINGLE-PHASE, 15 AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 2. AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAG€ DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS 6, OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL, BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD 0009 NOT LESS THAN 1318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL, 3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A §ELF CLOSING DEVICE R302-5.1 8. NOT LESS THAN ONE RECERT'ACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GAMOE• 3. AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCT§ PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE 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 CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0.48 MM) SHEET STEEL,1 INCH MINIMUM RAID NON METALLIC CLASS 0OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO INSTALLED FOR EACH MOTOR VEHICLE SPACE. OPENINGS INTO THE GARAGE. TIMBER 4. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL NE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN %%NCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. ,GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 /B-INCH TYPE X GYPSUM BOARD OR 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN YrINCH GYPSUM BOARD OR EQUIVALENT. A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: SITE WORK B.1, NATIONAL DESIGN SPECIFICATIONS (NOS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS D. TRUSS PLATE INSTITUTE: DA NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) 2. 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. E. APA -THE ENGINEERED WOOD ASSOCIATION: THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTINGAND IRRIGATION. E.A. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 3. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1'- 0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER, UNO. CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL SEARING CAPACITY; IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY IT IS THE RESPONSIBILITY NOTIFY AB DESIGN GROUP IA WRITTEN R.F.I. SO THAT T FOUNDATION MODIFIED ACCORDINGLY ES ONSIBILITY OF THE BUILDER TO N ) HE FOU ON CAN BE 0 ED - - - A. Fb -1,100 PSI Fv-175 PSI E-1,400,000 PSI PRIOR TO START OF CONSTRUCTION, AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 4. 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 31 LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE 42) OR BETTER (UNLESS NOTED OTHERWISE). WITH ASTM D-1557, 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 6. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL, PLACE IN 8' LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS, 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED, 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7116" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD SHEATHING, PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8' CDX PLYWOOD OR 15/32" APA-RATED O.S.B. SHEATHING, PROVIDE PANEL -CLIPS 10. EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE. I AT MID -SPAN FOR SPANS GREATER THAN 16' ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 11. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 10. - FLOOR SHEATHING SHALL BE STRUCTURAL GRADE '/: SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED, 12. 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. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD OR 15/32" APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER 13. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS MANUFACTURER SPECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SO, 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES, CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. 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 APROFESSIONAL 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 ANSIRPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360, DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO U240. 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 "SIMPSON' STRONG -TIE BY SIMPSON CO., OR EQUAL, UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. 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/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9M�. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ V-13" WINDSPEED/EXPOSURE 160MPHB 160MPH/C 160MPH/D 2x6 STUD SPACING I @ 16" O.C. I @ 16" O.C. @ 16" O.C. 22. INVENTED ATTICS, BAFFLES ARE REQUIRED TO. BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITION (2017) ENERGY CONSERVATION, PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. PEX 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 10V OF LINE WITH EVERY 107 CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. " PIPE SUPPORTS SHALL BE A MAXIMUM OF 32' HORIZONTALLY, AND 1W VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM'/4" PVC (SCHEDULE 40), INSULATED WITH %- ANIAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM'/4" PVC (SCHEDULE 40), INSULATED WITH %" AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017). 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF. SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTEb 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 ASTM4;926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: -- ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS -- 'L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS -- WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS - CASING BEAD DETAILS -- DRIP EDGE DETAILS - CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS - WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS - WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM-C-1063 5, WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 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 WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 A R C H I T E C T S 4 Des ign Grou 12. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774.4078 www.abdesigngroup.com AA #: 0003325 r � �oo�000000� STJBDIV, & LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: GENERAL NOTES ARCHITECT STATE OF FLORIDA I)ME: E: 6/13/18 SCALE: 1 /4"=1' - O" SHEET G N OF 9 SECURE STRAP TO CONIC. W/ (2) 3/111 TAPCONS 3 1/2' TI CONIC. SLAB SIMPSON WB ROLL STRAP OR EQUAL SECURE STRAP TO UNIT W/ (2) *1 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL 40' -01" 141_-111 101-011 51 511 511 9'-2 24'x24'xl2' CONC. FTG. W/ (3) 05 REBARS EA. 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WAY ON CHAIRS MIN. 3' COVER 21 411 ro' 0" 21-4'I 61-101, 20'-B" _611 40' - 01" FOUNDATION PLAN SCALE: 1/4 I'-0' ELEVATION 'A' b' RECESS 2 SLAB D1 — IFOR PAVERS — J 4A D1 ■ a� �� 19) 4 101II EqiE D1 ■ PAVER ■' J NOTE: A/C LINES FROM UNIT TO CONDENSER TO BE RUN UNDERNEATH SLAB OR OVERHEAD PER FIELD CONDITIONS 24'x24'xi2' C)NC. FTG. W/ (3) 05 REBARS EA. WAY ON CHAIRS MIN. 3' COVER MIU03 I A R C H I T E C T S LVNIdN/VUU, I-L 62/bU PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com 1 AA M 0003325 �'llll"III. ��om�v■voOOJ E j QV E Cu L SUBDIV T: OAKLAND LAKE (LOT 19) MODEr. 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FOUNDATION PLAN ARCHITECT: STATE OF FLORIDA O" P DATE: 6/13/18 SCALE: 1 /4"=1' - O" SHEET 0F A R C H IT E C T S 1441 N. RONALD REAGAN BLVD. 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Sees 3309 3%1 LASS]- 411 411 743 5'-5' TO 5'-10' (FREOASm) . 156, 2080 2993 ber 3630 4189 340 339 616 1 0n MCI al2329 219C 9351 9TQ 541 131 Ase 5'-Il' TO 6'-6' (PRECAST) 1n Rasa I6Y4 'Ws 2426A 1S21 =20 411 .4 111 6'-l' T01'-b' (PRECABTI 1i36 IBIS 2 25l 59' Tme 'ISCC 3Q6 5Q 18I: .. 0'.I .6J 1318 - bib 43 IC& 1"- 401 T-T TO 9'-4- (R2-CABV P IllS 2011 _ 55 9'-5'TO II'-6'(PRECAST) =50 • ...6 "a ! 69e .01 ILF Br, a ION LI?�< l 113 : n63 � I 164A. 3m59 ',u al. :- n 53 254 401 150 10 -1- To n'-4• (FlTcCAST) 260 452 154 2' J 45 l@ 113146 5 5TO 12'-0' (PRC 60l ° m2 94 39loss8 2M 403 131 (PECAST) TO 13'-4 _ 412 2So - 230 B a _ 13 --- 3% 46s I 0 u 4 �l5 _ eD- 313 217 334 110 1D 0. W 9 106 +b Sh 61, c L 3 1;09 6 E ` 62l E9 9 n 0➢ <.^.' Ic.a .�5 . 65E Fb Fev -{ITS- _,c-.+s 2T 41 c9� 1 .ez. s I W, 5 ; •+BB Nbi 2v1 ?I6 9. -- -- 51'_ S59 6m6 TS a, _V TO X-O'(�T) am - Bm 191 m3_ 225 293 100 14'-1' TO I4'-B• (PRE51RE06ED) NR 204 el 1A.5' TO 1V-4' (PRESTREb6ED) ' - is's NR 25e 03 1I TO TV-4'(PRE81RE8BED) 5l. 145> . ------ .2. ass _Is4 NR NR 194 148. 64 Sa Il 9 TO l9 4 PRE THE 19'-5'T021'-4'(PRESTRE88ED) R 9 42 21'-5' To 23'-0. (se 5TRESBED) _630 nR 116 4I J2'-I'TO 24'-O'(PR1108ED) 56l NR 91 30 - 916 c - - - - i_I IK:YCI 4 GAFC I AAR]4 ll R.e:/FT) Ifl6T GTRAVITY OVERALL LINTEL LENGTH ERFE el9 BR=1a-mB 8614 06 BRRis mB BB-13 eE B' 2. ease - B�'I�IE 9 B e'1@ bfff22'16 Bf$3fi.E �3a49 (ttPE OF LINTEL) .6 6 IB l 3 3 5 E6 431T 54 1 643E 1�61 3'-6'TO 4'-4-lirsa AST) 1635 {a as. - 3m63 5 mb 9 liv 5060 3965 1946 9419 5?24 IOE93 69m4 4'-5-TO 4'-&'(PRECAST) 1414 S20 Too $zA Il1, -SE '_ WAS cell- E': 9419 342: mB'_i 3'66- - � (DAST) 060 099 165E 1600 3abm 934 1911 �i�� 93 -TD2 - 9'-9' TO 5'-1e' (PRECAST) a. SDI 152E 512 T BmbO bI4B llbl 4W,1 base 6 06 36m F-ll' TO 6'-S' (PIRECADY lei a m,B3 T95 H� 245E 3T6 143 - b39 6 , -' b'A' TO T-✓ (PRECAST) 669 93 406 9'A 156B 3)53 3@9 N1091 3146 9-1' TO 9'-S' (PRECAST) 411 r-no.T :111^ROIFwE. 111R 11_1 I11 A SAFE LOADS (LB5/FT) _ UPLIFT LINTEL LENGTH BFT6 '�T slme.R OF14-IT BRIS-IT BTE32-IT 8�26-1i BRF3I-IT BRU6 BRF6 RI (TYPE LF LINTEL) EF3bL - ^a5 I66S 2361 30S6 3151 44N.. 5140 ' (PRECAST) 156 l5l 1164 4T3 2999. 36s1 ARTSa94 699 1-3 M(�C�V 9a9 ' Eel 1b04 (PRECAST) 1-b 126, lief 111 285430P'(PRECAST) sea ''Y"'M _ T J3 2- 3 32&a "99"'(PRECAST) use401 al n46 » 123i Al. L,1 1:T- 46 r3e rd¢ n&j 2 I4w 9 IVIL Y4 ills 3"2 3B3 11 301 616 5'-11' TO b'-B' (FRECABTJ 01p. 10B0 6B0t °'42 !6`9 I 33193�1 6 1. 464 '-D6 l4 I'E4I6 ]166 56 :6l9' TO 1'-6' (PRECASD Il.6 1 21.4 2 6 1 :981503 bl4 363 "�54m F 'J'911E0-0TO 9'-5' (FFECAST) 6b1 10121396 110 2p16 T331 910 490 314 4^zT.<*W4T'C LINTEL SCHEDULE M14TERI)4Le 1. fc B" precast lintel = 4000 pal 2. fC prestressed Intel = 6000 psi 3. Grout per ASTM C476 FIE - 3000 psi w/ maximum 3/5 inch aggregate 4 8 to 11 Inch slump 4, Goncrs,l Masonry Units (CHID) per ABTM G90 w/minimum net area compressive strength = 1900 psi S. Reber per ASTM ABS) grade 60 6. Prestressing strand per ASTM 4416 grade 270 low relaxation 1. Mortar per A5171 C270 type M or 5 GENERAL NOTES I. Provide full mortar bed and head Joints. 2. Shore filled lintels as required. 3. Inatallatlon of [Intel must comply with the architectural andOr structural documents. 4. U-Lintels are manufactured ctured with 5 I/2' long notches at the ends to accommodate vertical cell reinforcing and grouting. 5. Re Trence ethe CAST-GRETE Load Deflection Graph brochure for lintel t deflection Information- 6, 6. Bot tom field added rebar to be located a the bottom the lintel cavity. 1. 7/32'7/32' diameter wire Stirrups are welded to the bottom steel for mechanical anchorage. 8. -I - lacn B provided in Gast n concrete may y b P composite lintel in Ileu of concrete masonry units. B. Safe load rating based on rational design analysis per ACI 318 and AGI 530 10. The exterior surface OF lintels installed in exterior concrete masonry walls .hall have a coating of stucco applied in accordance with ASTM G-296 or other approved coating. 11. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal (lateral) loads should be checked for the combined loading with the following equation: A oli d vertical load Applied 110EIZOCIIII 112ad 5 1.0 safe vertical load Safe horizontal load IR Additional lateral load Capacity can be obtained by the designer by providing additional reinforced concrete masonry above the Ilntel. See detall at right: 'm•1500psi SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED O" IU FULL COURSE OUR TTP 2) 9 REBAR GR40 or GR60 SAFE LOAD TABLE NOTES I. All values based on minimum 4 Inch 7. For composite lintel heights not shown, use safe ndminal bearing. Exception: Safe loads for unfllled load from next lower height shown. lintels must be reduced by 20% If bearing length Is 8. For Ilntele lbretha not shown, use safe load from less than 6 Irz hdlea. next longest length shown 2. N.R. = Not Rated E. All safe loads in units of pounds per linear foot 3. Safe loads are superimposed allowable loads. 10. All safe loads based on simply supported 4, Safe loads based on grade 40 or grade 60 field span. radar. 11. The number In the the parenthesis Indicates the 5. One 11 rebar may be substituted for two •5 real percent reduction for grade 40 field added in Is, Ilntels only rebar Example T'-6' lintel type 8F32-I15 safe 6. The designer may evaluate concentrated loads gravity load - 9,412m) w/ 15% resductioa 'a4 12 From the safe load Labial by calculating. the -moment (.85) = 5501 all maximum resisting and shear at d-away From face of support. TYPE ' E91GN,47I0N F E FILLED WITH GROUT / U = UNFILLED -QUANTITY OF 5. 111AT IF 1 BOTTOM OF LINTEL CAVITY 1 QUANTITY OF 5 REBAR AT TOP LOI HEIGHT �f- SAL WIDTH 5 REBAR AT TOP MIN. (U REO'D 4' 1-1/2" CLEAR J r I j lh U = Q Q Z GROUT IN - Z l �p 4 5 REBAR AT BOTTOM • ON OF LINTEL CAVITY BOTTOM REINFORCING 1-5/B'ACTUAL PROVIDED IN LINTEL (VARIER) 8' NOMINAL WIDTH TABLE No. 11 SAFE WORKING LATERAL LOADS (PLF) 8" x 8" LINTELS LINT=L BA°E LATERAL LOADS (PLF) Total LmgU+ Typ° VWB'r8' PLAIN SOLID 1'1 Preemt I%B VISA V4. Protest 1lbe US 4-1 Peal 544 414 4'-B' PI I bab 12" 4-V Pea4t 5% 1163 5L4' Recs6 666 136E a-0' 111 643 FOS III Fill fibs 1364 6'-6' Aecmt 612 QM 6'-V Peaty 510 tan 11-1. Recast HSI s38 III As N4 111. Precbet 35T N4 S'-4' Rem4t 354 145 9.4' Feast oil 553 0'-6' Pear W 453 11.1. Pol I% 620 Ramat 16A us Q'-6' Aemet W 504 B'-4- Reset 15 4®4 W41 P'erlbt S3 all 14-V PreetreeeJ NA 341 5'-4' Amtrewad NA 302 THO RaaVeeed NA 213 RaeVeeeatl NA n6 Reetroeeed NA 159 II'-4' Fabbebeed NA BI 21'-4' Pr6eVeeeed NA Qs, ]4'-0' Prolvesed NA 93 wit. Not losOmmeded LIMEL SAFE LATERAL LOADS rgUl Type V DOOR HEADER PLAN V DOOR HEADER 60LIC r4-2' Phil ITT WTIRecant %D 611 PrI 861 1521 - P.'P-abt 1B5 13% 4'-8' Recast 659 ISO 5'-e' Recast 65m Ill! Roan{ bell *4 Ramat 411 lei lao 9 PI I% 035 LOTT $ S Eel' CONCRETE P,O, BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 I(iIItO •• t01� (n ..• W + N� #5/(0) #5 8/6-S-0) #5/(0) #5 NOMINAL WIDTH/HEIGHT OF LINTEL F- PLAIN OR SOLID LINTEL [8/16-P-#U/#L] N0. OF ADDITIONAL #5 BAIRS IN UPPER OR LOWER LINTEL CAVITY GENERAL NOTES: I. CODES J. FLORIDA BUILDING CODE RESIDENTIAL, eYil 1 EDITION (2011), SECTIONS R4022 4 P606 I2. PLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS 190L2 4 2101. 1.3. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-05), 1.4. AMERCAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10). 2. CONCRETE: 2.I. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: 2.1.1. PRE -CAST W/STANDARD REINFORCEMENT-4000 FBI 2,U. PRE -CAST W/PRE6TRESS REINFORCEMENT-6000 P51 2.12. GROUT PER 45TM C416 - 31 P51 W/ MAX. 3/8' AGGREGATE, 8' TO II' SLUMP. 22. REINFORCING BARS: 21:1. STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM All (GRADE 9,0) 2.93. STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED N FIELD) ASTM AWS (GRADE 40). 24t PRE -STRESSED STRANDS ASTM A416 1-WIRE, STRESS RELIEVED 210 KSI 2A ENT IN ACCORDANCE WITH ACI 3IS TABLE No. I REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS LINTEL LENGTH CLEAR SP144 LNTEL TYPE LNTEL III UNFILLED GRAVITY CAPACITY Gil CAPACITY UPLIFT CAPACITY ML 111 UPLIP CAPACITY (1151-(2)512' BOTTLPi BAR175nAR(15L(5U GRAVTY 10' 1'4' PECA6T (I)le 445 IIIfl�112 %a93'-6' 2-]' PRiCABT IN 24T5 38314815 4B5 4-V 2-V FR£CA5T a)e 1183 211133% 33%4'6'3'-TFRICAST (2)e 1343 21652"0 260E4-e' 3-4'PRECAST (2)n 1232 2011149 2421 5L4' w-0' Pill (2)5 im "Iale IIII5 W 4.W CAST (D3 ISO W31410 1609 64 5 O' FREOABT (2)4 140 Q831216 1405 6 6' S 2 RRECASi (214 11 12321145 1348 6.8 5 4' PRECAST (I14 a)12 602 1164ON III 1.6' 6-I PRffGA5T a)-4 tale me SOWe 11082 l W 6.4 PRECAST (2)14 (De Sol %a184 041 B V 6-B' FTECAST W-4 (Mn 510 902 112 594 B-4' l-0 FiRI a)-4 am 488 Oil lot 640 bill 9 4 B-0 PRECAST (2)N (2) 111 AS 111 126 4e 190 1.11 9.11 PRECAST (2)4 aA 354 bl5 ble 30 613 II 4 611 PRECAST We, (2) 5 315 561 %l 311 601 LLD Im-8 PRECAST (2) 5 (D 9 2W 525 OS 211 561 11-W Ild' PRECAST COS MI5 211 4% 4% 251 517 B 4' V O' PRECAST K)5 a) Is 255 45B 453 214 442 14 0 la-6• FRECAOT (a)5 M)5 235 430 430 1% 395 14 6 134' PFEBTRE88ED a)4 (2) `2 NR 419 45 230 446 154 14.0 F'�STRiSNO a)4 (2)Is NR 319 3T3 210 401 l4 W-V M67F:SSED M)-4 dA NR 2% 2lo 163 all 19 4 18.0' FREBTRESSED We (D5 NR 2i4 224 131 254 20'-0' 44. IRE%ED D)5 Wn NR 101 201 W 237 21 4 90 V PREST *ED !M 5 (S) 5 N.R. nl Ill 10T 206 ]] 0 30 B' PRE511ES8ED fD 5 WE NR. 54 164 00 is a4 0 23 a FR-c8TrE88ED (]15 (D 5 NR. B2 B2 Bd 63 PR1!•'3•'Y1,i6laIS - TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LIKE. TYPE LNTEL STEEL GRAVITY CAPACITY rl (05L 5J GRAVITY CAPACITY (5L 1/5Q UPLIP CAPACTYY III n15U UPLIFT CAPACITY ell em sell BAR TDP A BAR 21 1-1. 3-1.PRECA91 (11n (2) `7 l46 6 00 mm' loved saw 4 0 2 6 FRiCAST (2) n (2) n 100Ed I9541 does, 4 6 31 FRECAST (2)e (2)IT314I 414 loss 10a00 4 B III PRCAST (2) `2 (De l 110000 50 4.0' Aer (2)Is 6235 0l 5136 9138 10e00 4' -V PRECAST (2) 5 S)e a 6F 5D18 6103 61 942 1'.4' 6-4 5-0' CAST K) (2)n salt also s%1 -1 PRECAST W-4 (1Y6 (2)e seed 364E 66% a 6•B 5-4' FRECASI sels 58K lob 3441 6114 l 6' 6.1' PfE T W-4 (2)e 2) 43B 4312 2636 45m9 1 B' b'-I' FRECAST M-4 (1)'4 4099 4099 25mB tl0] 8.0' 6'-0' FRECAST (I l'4 MJn VIVO 3t30 5118 3889 8.4 TO FR:CA5T (2)4 3430 1m IS, 3561 1. 'A b'-0' FRECA9T (2).4 1134 2134 SO 25% 0'-6' V-2' PRICA9T a) 14 O n 1711 1211 933 Mee T-4' Rl PRCAST Ms (1. 1%4 1954 031 Sees 11L0' 0'-F PRECAST (215 fM5 1119 T9 5110 I028 I2'-6' II'-2' PRECAST (D 5 (2) 5 SO 1661 as& TV 13'-4' 11'-0' PRECAST (2)5 MI5 am Son 113 1414 14'-0' Q'-E, (1)5 (2)5 M OTa 636 1323 R'4' 1V K)% M1 1693 %1 Tor 4B' (D'4 f1 a 11]4 Ill/ 5 Idea 0' U17 !L'4 f1)n 1330 190 41t 814 (2)5 2)5 1053 m5 334 659 (D5 (DIs 916 919 312 615 11'-4' 10-0' (2)e 2 Sol rill 540 ESTRESSED @)5 (D5 91 l9l 1st 501 14'-0' 33'-B' PRESTRESSED (D5 559 6 1B 425 TABLE No 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) B" X 24" COMPOSITE LINTELS LINTEL LEN.+TH CLEAR SPAN LINTEL TYPE UI STEEL GRAVITY CAPACITY GRAVITY CAPACITY (AL(15u UMAIT CAPACITY (115L.(IYSJ UPLIFT CAPACITY (V5L M5UCA5 BOTTOM(01([i PREmemm3 00 0000 6 I.r CAST FRE9%1 I 0860 Onto. WOO, e PECAST 6139 0ID� 1//00 mD00 A-6 31' PRECAST a)n (2)n 1 bell We00 WOOD 00Oe 4.8 3 4' PREC46T (2)12 wool 10000 %19 Vote 5.4 4.0 CAST ei)IS (In toss =0 real Iowa 5.10' 4.6' PRECAST M)5 )n 6131 VV00 VIS IDCC® 6-4 5.1. PRECAST 0)4 M n 910r bill 4154 5450 6.6 5-1 PRECAST /M•4 Mdn am IOe00 4451 M13 6.8 5.4' PRECAST (A-4 014 %81 421 6410 16' 6.1. PRECAST M)w Is 6235 6416 N42 649 1-B' 6'-4' PRECAST W-4 n 5938. 01 3mlo 6W3 0 m' 6-1. PR:CAST (M'4 n 111 elan Iles BI VI I.,. PRECAST W-4 n 4031 4831 2551 500 9'4' B'-0' Fell W-4 P 3126 3126 Sol 3058 0'+6' 9'.2' LAST (2)4 n 2931 2931 1520 30a5 II'-4' 0'-0' PELA6T (119 5 25 3 i%s n19 1604 1 0'-8' FFECAr (MIS 23M 230E 23 2211 III II'-2' RECAST (115 1141 1141 IDa2 2059 PRECAST5 bo 1926BBII14'-0' CAST(MI6 ITS 1116 181 1635 44 PRESTRESSED(VIA 2345 134E Sea QI5-4' BiRE28ED (M'4 a 21% 1136 6% IRIS ❑'-4'PFWSIREBSEDl1Y n 165/ 1650 46491B V-4' RE4IRessal(M5 AW 5 130 EO 311 135 20'-0' SSED(2)5 M)5 12 Me 341 6% 21'-4' ' PfE9TRE (D.5 5 lebl 1062 IN 6022'-0' ' FRE6iFESBED (2)5 M)5 9&1 Ple E88ED (M5 5 .11 8a4 M9 4t3 TABLE No 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) B" X 28" COMPOSITE LINTELS LINTEL LEMON CLEAR I SPAN LINTEL TYPE LNIEL STEEL GRAVITY CAPACITY (05L(LSD GRANT, CAPACITY (15L(tisi UPLIP CAPACITY fUSL (lU5U UPLIFT CAPACITY (151 Sol BAR TCPBAR LW -6I PRECOIT f 2)e made 0m 3.6' 2.1' PRECAST fee (229 0001, mtlA% .. 1 W0B0 4.0' 1 V PREOABT (2)1 (2)a Tele mfKO mmem OECD d 6 V-2' PRECAST (2) n (1) n 6001 IV0eV m m WOOD 4-8 NI PRECAST (V `2 (2) `2 all since, 10000 eill 5 4' 4 FRICAST (2) 5 (1) a sell 10000 also1000D 5 10' 111. PRECAST (VIS FI)n 1381 l¢ b6m6 Imm00 6.4' 54' PRECAST (2)4 (7) 11 Odes) 10000 5641 10000 6-b $.1 PRECAST M)•4 (2) 111 00D0 10DDc 5310 10000 1.-,. 5-4-5- bl6T (M4 am %30 m000 am 0000 1-6 6.'rPRECAST I a)4 (2) 111 Hie Sol 304E loss 6 4' FTECA51 MP4 (2) 111 1054 I Sao 3662 1326 B 0' 6 -W Fel W 4 (D n "Is 1891 3328 6661 6-4 T-01 PREbAEr W-4 (2) 111 3%4 6133 3031 60511 9 4 V-01 MCA15T D)-4 (Mn 4561 5066 Ilse, 4145 0-6 9.1 PRECAST W4 li 35M 3B44 Teel 3163 PRECAST (1) 5 MJ 5 3252 3190 1521 3098 11.0' 10-V PECA57 a) -5 ( 299E 1935 E36 2133 16 II -V PRECAST MIS (2) 5 2116 2118 1217 Use 13.4 12.0 PRECAST a)IS MIS 2411, 2416 1VI 26a 4". 11 8 FR:LA6T (2) 5 (2) 5 255 2216 %1 941 1413-4' PREVISMED OIs 269 ]all Rb IS-4 14-0' PREBTRBBEp C)4 (21'4 )e 1e6 1616 B12 n-4 Ib-0' PREB'IR'BBED !1)'4 20I3 i013 516 5W = 032 B-4 - S 68ED (D5 (2 5 1601 4B BIB 10-0' b-F IB FTES}RE D fD5 M)5 N% i f M% 3lo 103 21.4 W-0' I PRE51REENNED fD5 M)9 I 338 665 2-0 204' 1 PREBTRel 1 1222 1 On 1 629 24-0 22'1 1 PReTR O011 1 1014 1 36 ST TABLE NO 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" LINTELS LNTEL Lead CLEAR SPAN LNTEL TYPE LNTEL STEEL RAIN GRAVITY CAPACITY GRAVTY CAPACITY (05L(I1511 GRAVTY CAPACITY (15L(U5U UPLIFT CAPACITY (la nl•iU UPLIFT CAPACITY n,XMEN BOITCN BAR TOP BAR 2) e 11-11 2 3T PRECAST (2)1 fV5 55 I%5 US 24M 24W 4.' ]-V PRECAST )e (2)1 1131 1425 425 Sol TO 16' 3 T PRECAST Me liz819 151 115; 409 1489 4 8 3 4' PRI De lDn all IZ81 ISO lab 5.4 4 m' PRECAST ) f 1 659 to 930 1114 1114 b-W d 6 PRECA9i (2) Is (2)n 511 See 009 9 B 966 5L _V7. CAST 2)% f11e TWOIs TAT 115 loe 6 6 V_W 5.1 PR:CAST ) 4 AV 4l6 l5 15 T30 B20 6I. S-4' PRECAST D (z)e 653 693 BBB l90 1.6 b$ PRECAST M)4 111'll 301 596 61 661 1.8 6 4 PRECASL fDN I(2) f21 am 315 %8 Boa 568 64 8.0' 6.8 PRECAST ( (2)n 353 5% 5% 01 1-0 PRECAST ) (2)1 50l E01 9.4 B-0' LAST (I)e 111 2% 4I 435 W 6 9-1' PRECAST 4 (2)n 145 3tl 9T2 ff II-4' W V CAST 2)5 MI5 S5 9/5 345 0-B' PRECASt (115 7Pn 381. SB2 II a' ffT O 5P16 16D 51 TABLE No 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" RECESS DOOR HEADER LM1EL h! CLEAR SPAY LMTEL TYPE LNIEI. STEEL UFILLED fiRANTT eAPACnI' GFAVnT LAPAGTY (Uei (0}RI GRAVITY LAPK17 fIFA fVSU Ii3.F'R CAPALIi1' 115L(I)93 I.El CAPACITY dill S BAR TOP BAR 3- 2'-4' 9 ]134 4.0' T-V T M)n (1 IBI K]5 all B63 %3 4'-T T-V PRECAST M/n Mln 041 1320 B70 fle he 4'-4' V-V PR{laT al M)n %3 150 me 596 INS 44 3'-4• CAST M)n M)n Sao We 0A B% 13% 5'-1. 4'-4' PRECAST (1)9 A8 B46 %6 W03. [• 011 e.v WI CAST (7) `4 4E5 693 bw sea,: Ts0 1' -V 6'-4• - CAST (2)4 315 %B me 4% 641 e'-8' T-4' T MJN 2 31a ASO 4a0 3% 546 III V-41 Fill (2)4 213: A5 A9 - 415 DETAIL REINFORCEM 2T6. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3. PIASONRY: 3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION' OF THE NATIONAL CONCRETE MASONRY ASSOCIATION AND ACI 530-05, 3.2: MINIMUM MASONRY UNIT STRENGTH: FM 1500 III 397 MORTAR' SHALL BE TYPE 8. 4. STRUCTURAL: 4.1, SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF V (WITH A MINIMUM ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING Gd@E RESIDENTIAL, III EDITION (2011), SECTION R606.14 OR FLORIDA BUILDING CODE RESIDENTIAL, 5TH EDITION (2014), SECTION 2104.1.5 �-(1) #5 CONTINUOUS 316 / �8'Xi6' KNOCKOUT BLOCK _ y% I PLACED IN FIELD) .ra TOP BARS: • :r" SEE SCHEDULE 6 1 (1) #5 CONTINUOUS RRUPS T 4'-0' Ic �o t (hED` R¶WWELDED) BOTTOM BAR SEE SCHEDULE (PRECAST) 8/16-S-(1) #1 #5 PRECAST 73 (1) #5 CONTINUOUS 3 / /-8'X76' KNOCKOUT BLOCK �•- X.j 000 PSI GROUT PLACED IN FIELD) mrW • i TOP BARS: SEE SCHEDULE (1) /5 CONTINUOUS AT 4'-0' cc sMSTIRRUPS ilm D OR WELDED) (2) STRANDS 7/16'-- 7 WIRE STRESS RELIEVED 270k9I PRESTRESSED CABLE 8/16-S-0) #5A1) #5 PRESTRESSED 32' 3�6' 3, TABLE No 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 5" X 32" COMPOSITE LINTELS LNML LE151u CLEAR SPAN LNIEL TIPS LNTEL Ill GRAVITY CAPACITY (O5L (II GRAVTY CAPACITY (111005(1 UPLIFT CAPACITY He!.l?lJ IIPLPT CAPACITY (hot N1 BOTTOM BAR TOP BAR T 0 I-6 FREC T (De ()n Ws,®0 0000 0010 109I0 3-6' 2'-1' FRKA9t (De 1e00e 10100 10000 WOOS 4-I T-a- PRECAST M)n (2)12 9213 me scow 10000 4-6 3' -V PRECAST aI12 (Me 6941 bell 10000 1moo 4 B' 3' -A' PRECAST a) 11 (2)n 6364 me 1WOO 10001 5I 4'-0' PRECAST fD5 (2)1 10000 1=0 %is I 1=0 5 0' Ara' PRECAST (2)5 (Dn bill 101 1616 I 1=0 6-I- SO Mal W-4 a) `2 1000m bell 6529 1=0 6.6 5-2' FRELABi W 4 (2)1 0000 based 655 10000 B B 5-4' PRECAST (2) `4 (2)n 10000 le= all ID000 16 6-T FRECUIST f2)N (2)e MI 10000 4455 8916 1.8 1 H. PRECIOT W-4 M) n 612 10I60 4140 0491 6.,. FRiCAST (2)4 (2)is 1 1436 0000 303 1121 B 4' l-V FRII W-4 (Mn 6194 90" 3516 12,60 9-4' 6.0' PRECAST (VIA !De 5193 Sobs 2121 5501 I.6 5-7 1 PRECAST a)4 (2)e 4006 Sol 2094 4245 I.4 10-0 1 PRCAST Ole, M)5 4221 4121 1163 M5 ILO 10-B' FECAST (D5 (2)Is 3151 11 3110 11 6' 11-]' FR:CABT M)5 555 34D 34U 1411 21 4- Q-0' PECAST (1)5 (2)Is Sees less. 126 2516 11.1.Q-B' PRECAST (1)5 a)I III1131 IONS 2160 4.8 13-4' PRESTRESSED al'I (Dn 3131 3231 149 1 464 S.-4 4'-0' PRE6IREE5-eD W)N (1)n 2945 2b45 663 1 Ross 74 16'-V FRE5TRESSED (2)N (Mn MI 22W 531 1 0% I9 a IB'-0' PRESTRESSED a) IS f2)IS be 0l3 426 844 Ye-0' al 1PIE5TRE06ED fD5 (2)Is low 9 la' 11< Is,'-D' I PRE6TRE'all MI5 (2)5 1413 69 31-0' 10'-9' PRE51RE55 D W5 (I)5Sol 64S 24.0' MLB' P(ESiRE99ED f2)5 (D5 1161 141 1. OH _ TABLE No. 8 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8'" X 14' COMPOSITE LINTELS LINTEL L9;G' TH CLEAR BPI LINTEL TYPE I UNTIL &I GRAVITY CAPACITY r05L(15U GRAVITY CAPACITY III O5U UPLIFT CAPACITY runt, fl5u UPLIFT CAPACITY (15L OAI BOTL%BAI TOP BAR T-10 -6' RISCAST (D a Bll 00mI ImODm dose 3'-1. 1-1• PEOAST (De 50T4 100me Raw 10000 4-0' IA' PEl (2)Is (2)e 3651 Odds 1440 10600 16' 3 T PRECAET (Dn (Me 2141 1021 5611 5226 -V 3 A PRECAST (Mn (2) (ye 1519 4111 6231 4411 5150 3169 T36 A330 6.4' 4.0' PRECAST (2)9 6 10' -4 6' PRECAbi M)5 am 33?4 I64 3065 386E 6-4- 51 PRECAST M)•4 (Dn 3038 3036 2530 3319 6d' 5 2' FE T (D4Wl2081 186I 1993 M45 6-B' S-4' P,ffCA9i M)4 (1 (l a WIle IRIS 293 108 I%1 183E 1138 1193 2108 III 1015 slab Ins 1645 RASA %3 I8I I303 1In 2CB 191, 1$' 6-3' FRECAT (MN PR:CA5FT (2)4 P�LABT fD4 SAO T-/' PRECAST a)N T-4' B'-& PFEi (1)4 a)n a air 12's 1138 55 5 119. IVI V'r PRECAST M)4 114' 0'-0' PRicAST M)5 0'-6 PRECAST !D5 VIS 041 lO l i41 Iffia I'd' T Me, 1 gig 996 (D5 (M5 90l W2 W-0' Q'-9' PECAST (M5 (D5 84] 041 TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14" RECESS DOOR HEADER LNTEL 1H CLEAR SPAN LNTEL TYPE LN1EL 9REL GRAVITY CAPACITY (DEL (15U GRAVITY CAPA ll (15L (IUS'L UPLIFT CAPACITY (15L (151 UPLIFT cAPACITY III 2ft 00E104 BAR 10P BAR RECAST MV 12)17 1 4520 10000ffi6143� 0000 A'-0' 2'-V PRECAST M)9 (2)e 3651 1=0e0 P-T 2-W' FRECAST 01 fen 3306 Sao 014'-4 3.0' PRECAST M)n M)n sell ffil s,4'-0 V-4'.. FREcbT M)n (2)n 25M NO 6III 4'-4' T (MIS 1 3514 380 16-V 51-4' 0 •4 l 2138 2130 ss2106 208 9-4' PRECAST (D4 IB08 nII 9'-8' B-4' PRECAST (2)4 _ (De 516 1436 5 8/16-S-0) #5/(1) #5 8/14-S-0) #5/0) #5 3 13/16- 32, A R C H I T E C T S . l I. RVIYfiLV RCMVMIY ✓"U'. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �'llll"III L�v�0000�00J SUBDIV. & LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: LINTEL LOADS & DETAILS ARCHRECT: STATE OF FLORIDA D E: 6/13/18 S ALE:1/4"=1'-0" SHEET 3. 1 OF 9 A R C H I T E C T S Design rou ono. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32760 PH: 407-774-6078 FAX:407-7744078 www.abdesigngroup.com AA #: 0003325 F W O F U W h Q a A 2 A ti b ro F A 0 �- c1 M - W to t` mmm co m SVHDIV. 8e LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FIRST FLOOR PLAN ARCHITECT- JUL 0 20 STATE OF FLORIDA JUL 0 TE: 6/29/18 *CALF: 1/4"=1'-O" 1 4 OF A R C H I T E C T S SQ.FT. CALC.9S 15T FLR. LIVINGS 2ND FLR. LIVING GARAGE S20 1,215 444 50FT. SQ. FT. 50. FT. TOTAL LIVING ENTRY LANAI 2A3'5 50 100 SQ. FT, 50. FT. SQ. FT. TOTAL 2189 SQ. FT. CUBIC VOLUME LIVING16,204 SQ. FT. WALL LrHGEND ................................ 8'-8' BRGx LOAD BRCS. WALL NON-BRG.WALL COMPONB4T AND CLADDM W1D LOADS SAM W14D EXPOSURE FOR 3 SECOND OUSTS CALLi SQUARE wwm WWM WEZONE 160 MPH WPD FOOTAGE DESMAMM WDTH HS Wf 1 112 16 1-0' 1132, 64, 5 233 / - 283 OHx 2 20 3068 DR 36' 80 4 26.4 / - 26.1 3 24 35-SH 54' 63, 5 26.1 / - 33.9 4 33 25-SH 38, 63, 5 26.1 / - 352 5 33 25-SH 36, 63' 4 26.1 / - 29.1 6 42 5066 SGD 14' 80' 4 25.1 / - 21.4 1 10 -r 23 SH 3V 38' 4 31to / - 343 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=116 MPH B. INTERNAL PRESSURE COEFFICENT=+ .18 C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS t CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 06 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: I. PRIOR TO DRYWALL NSTALLATION ON ALL FRAMING MEMBERS 2'-0' FROM THE FINISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TEfd11TE TREATED SPRAY 3 1/2" - I� 2'-0" DBL. �, PLA1 V n1 CABINET MD a Ib' OG. SEC TION 1, FIRST FLOOR PLAN SCALE. 1/4 = I'-0' ELEVATION 'A' Design Grou 12. PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �Nmnui ,.vomome.mo� E E 0 cc SUBDIV. 8e LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FIRST FLOOR PLAN ARCHrrECT: STATE OF FLONDA 6/13/18 SCALE: 1/4"=1'-O" SHEET 4 or AND CLADDING WIND LOADS BASK: WIND EXPOSURE FOR 3 SECOND OUSTS CALL 4 SOUARE WINJDR WNJDR SIZE ZONE 160 MPH WIND FOOTAGE DESIGNATION WIDTH HEIGHT 1 15 3051-514 36' 61, 4 26.9 / -292 EGRESS IA 15 3051-SH 36' 61, 4 26.9 / -292 EGRESS 2 8 2040-SH 24' 41 4 21b / -300 3 31 (2) 3051-SH 12' 61, 5 25b / -330 EGRESS 4 15 3051-SH 36' 61' S 26.9 / -355 EGRESS 5 15 3051-SH 36' 61, 4 26.9 / -292 EGRESS, TEMP 6 15 3051-SH 36' EGRESS l 15 3051-SH 36' 61' 4 26.9 / -292 TEMP WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=116 MPH B. INTERNAL PRESSURE COEFFICENT=+ .IS C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING: PRESSURE ARE 5A6ED ON THE vult DESIGN WIND SPEED. FBCR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0b TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. _ I I 2N0 FIN FLR STAIR SEC SCALE: 1/2 = 1'-0" TION HANDRAIL . 36' (2) LAYERS OF 3/4' PLYWOOD OR 3/4' SUB FLOOR MATERIAL RIPS FOR SOLID NAILING 3/4' T4G SUB FLOOR GLUED 4 NAILED PRE-ENG. FLR TRUSSES SECURE 2x12 STRINGER TO SOLID NAILING W/ 126 NAILS TO BE NAILED FROM BACKSIDE F— — — ROOF LINE BELOW — — — — — I I I I 1 40'-0" I I I 3'-1" 10'-41, 2'-4" 5'-IUD" 3'-8" T-2" @ 14'-10" I I I 3051-SH DEL fo 3051_SH peL I EGRESS 5 I STUp 3051-514 4 STUD TEMP O EGRESS O I � BATH � 1 8'-0' CLGP e Y ON LOFT BEDROOM #3 v BEDROOM�'8'-0' CLG. 10'-O'4YOq8'-0'CLG.�T6'-2" 4'-6"1'-4" 44' II 1/2" -2" 9 1/2' S 4ttl � XL)REUJALL I I III I { — — IR ISH OPT. D. i _ � @ `% 1 L----- JL ----- J `t —_-- T A/CIR_ISH2' s W�T e r N� tim I s 124��� I I I I I 14'-4" r 6'-4" Lb'-� "I 12'-10" @ I m T BEDROOM #2 I 1 OWNERS SUITE I- 13'-10' x IV-0' u d 4X6 8'-0' cLrs = b 2040-SH POST o OR ( 1 (D (2) 3051-SH ��{=f EGRESS 4X6 1 m POST I ro 14'-4" FIB LASS I @ � EGRESS O IA EGSRESS �RooF LINE BELOW _ 20'-8" ii i SECOND E�LOOR �'L N SCALE: 1/4 = I'-0' ELEVATION'A' 10'-2" 5'-II" 19'-4" A R C H I T E C T S Design Group Inc. PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 101111 W 0 F U a� F W a A a A x a ro 4 � N M � b co Z` of rn SVBDIV. 8e LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: SECOND FLOOR PLAN ARCHITECT: STATE OF FLORIDA TE: 6/29/18 GALE: 1 /4"=1' - O" SHEET 4. top 9 JUL 10 2018 COMPONENT AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND OUSTS CALL 4 SQUARE WINJDR WNJDR• SIZE ZONE 160 MPH WIND FOOTAGE DESIGNATION WIDTH HBGFiT 1 15 3051-SH 36' 61, 4 26.9 / -292 EGRESS IA 15 3051-SH 36' (01, 4 2b.9 / -292 EGRESS 2 8 2040-SH 24' 48' 4 Yl b l -30.0 3 31 (2) 3051-SH 12' 61, 5 25.6 / -330 EGRESS 4 15 3051-SH 36' bl' 5 265 .9 / -35 EGRESS 5 15 3051-SH 36' 61, 4 26.9 / -292 EGRESS, TEMP 6 15 EOG�� 36' 61, 5 26.9 / -355 3051-SH i 15 TEMP 36' 61' 4 26.9 / -292 WIND DESIGN CRITERIA_ A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=116 MPH B. INTERNAL PRESSURE COEMCENT=+ .IS C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, 6TH ED. (201-1) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0.6 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: I. PRIOR TO DRYWALL INSTALLATION ON ALL FRAMING MEMBERS 2'-0' FROM THE FINISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERMITE TREATED SPRAY STAIR DATA: 16 RISERS @7.55" 15 TREADS @10" 4' — — — 2ND FIN. FLR� / / - 10 ,, MAX X 1 / ' (3) X12 Y.F.. STR 3/4' KI PLATE ro / 2x4 REINFORCING o EA. 2x12 STRINGER / / SECURED W/ 12d 2x4 PLATE STAIR SECTION 1 SCALE: 1/2 = I'-0' r ROOF LINE BELOW 40' -0" 10 -4' 2 4 5'-10" 3 8 7 -2' @ 14'-10" 1-9" 3'-9" 3051-SH DEL O 3051-SH DBL EGRESS O STUD 3051-SH STUD TEMP EGRESS O I 50a 40@ I I^ I LOFT BEDROOM #3 k� 0s v N 10'-2'xn'-im' j) BEDR—QQ 4 IV'-4'xlr-Im' N CLG. 8'-0' CLG 01 S'-0' CLG. 6'-2" 4'-/0" �'-4" 5'-4" C 4'-4" 1/2" -2" 9 1/2" s m s m ry d ---- IF 1xb @ co ION. [ III I I O — — — — _ ___ c4 ro pPT,U� II OPT. D I ISH N r ` m L----- JL-----J Al,-- IR_ISH v C -�- -- ---------- 42' KNEEWALL C 8 N s W/ WE). CA �T s C @� - N ti 1w s Q!i I I 14'-44" 10'-� 1 12'-10" @ HANDRAIL ® 36' = 2 T I K1 s 1 I BEDROOM #2 > W.I.C. e I 12'-O'X12'-2' N • 1 8'-0' CLG 8'-0' CLG. (2) LAYERS OF 3/4' 1 1 PLYWOOD OR 3/4' Q 7 1 1 SUS FLOOR OWNERS SUITE H MATERIAL RIPS FOR 1310 x F'-0' W d L • I 1 SOLID NAILING 4X6 8'-0' CLG. pap 2040-SH POST 3/4' T4G SUB FLOOR GLUED 4 NAILED OR O 1 O (2) 3051-61-1 N 4X6 EGRESS v m POST 14' 4" 5'-4" I'-0" @ / x FIBEi� -ASS 1 co 34 PRE-ENG. FLR RHOA0RSTRUSSES E ESEFS— - — ROOF LINE BELOW SECURE 2x12 STRINGER TO SOLID NAILING W/ 126 NAILS TO BE NAILED FROM S'-6" 3'-8" S'-( 3'-3" 10'-2" BACKSIDE SECON FLOOR PLAN SCALE: 1/4 = I'-0' ELEVATION'A' A R C H I T E C T S 6 Design Grou�r��. PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � �o_�mo0vomm� SVBDIV. 8e LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: SECOND FLOOR PLAN ARCHrrECT: STATE OF FLORIDA DA : 6/13/18 s :1/4"=1'-O" SHEET `11� �j . lop 9 A R C H IT E C T S FRONT ENTRY/GARAGE ATTIC VENT CALCS AREA OF ATTIC 102SQ.Ff. NET FREE VENTILATION AREA REQUIRED (1/150) 0.66 SQ.FI. REQUIRED VENTILATION AREA (0.68 x 144) 97.9 MIN. SOFFIT VENT VENTILATION PER LF 11.74 SQ.IN./LF REQUIRED LF OF SOFFIT VENTILATION 9 LF PROVIDED LF OF SOFFIT VENTILATION 36 LF ATTIC VENT CALCS EA OF ATTIC 1314SQ.n NET FREE VENTILATION AREA REQUIRED (1/300) 4.38 SQ.FL REQUIRED VENTILATION AREA (4.38 x 144) 630.7 SQ.Ri. MIN. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 x 630.7) 315.4 KIN. OFF RIDGE VENTILATION AREA 115 SQ.IN./VUT SOFFIT VENT VENTILATION PER LF 11.74 SQ.IN./LF TOTAL # OF VENTS REQUIRED 2.74 TOTAL # OF VENTS PROVIDED 3 REQUIRED SQIN VENTILATION IN TOP OF ROOF 315 SQIN. REQUIRED LF OF SOFFIT VENTILATION 27 LF PROVIDED LF OF SOFFIT VENTILATION 151 LF LANAI ATTIC VENT CALLS AREA OF ATTIC 100SQ.FI. NET FREE VENTILATION AREA REQUIRED (1/150) 0.67 S07. REQUIRED VENTILATION AREA (0.67 x 144) 96.0 SQIN. SOFFIT VENT VENTILATION PER LF 11.74 SQ.]N./LF REQUIRED LF OF SOFFIT VENTILATION 91 LF PROVIDED LF OF SOFFIT VENTILATION 301 LF W-0 3/4" BRCz, HCaT.$ I7-0 3/4" HDR. HGT_r, SCORED LINE (TYP) TEXTURED CEMENTITIOUS COATING PER (A5TM 0326)(TYP) 10'-0 3/4" 2ND F.F.$ _ 8'-8" BRG. HGT.�__ G'-8" HDR. HGT.$ _ IF 11.011, 7 SCORED LINE — (TYP) 0'-0" FIN. FLR.o= IS'-0 3/4" BRCS. HGT.$_ Il'-0 3/4" NDR. HGT.Y 11_011 10'-0 3/4" 2ND F.F. 8'-S" BERG. HGT. /a'-S" HDR. HGT TEXTURED CEMENTITIOUS COATING PER (ASTM C926)(TYP) 0'-0" FIN. FLR.$___ 12 5 �..Ial ICI ICI (.I I•I I•I I•I I•I I•I I•I I•I Algl ICI ��� ICI ��1 ICI !!I,lm-! o-orm !❑!.h!i 12 5 ROOF SHINGLES (TYP) 12 5 ALL c. L J❑❑ ❑❑_ ❑❑ ]LL C IIII❑ ❑❑i❑ 12 �❑I-5 -� F F"ZONT E"LE T10"N SCALE: 1/4 = 1'-0' ELEVATION 'Al ROOF SHINGLES (TYP) OFF -RIDGE ----- CJ. ----- ------ I TEXTURED CEMENTITIOUS COATING PER (AM J G926) (TYP) 12 +uji �r ❑❑❑ ❑❑ r e Ala'-0 3/4" BRCS. HGT. bll'-0 3/4" HDR, HGT, SCORED LINE (TYP) 10'-0 3/4" 2ND F.F. BRIM, HG7- 6'-8" HDR, HG7. TEXTURED CEMEN71TIOUS COATING PER (ASTM G926)(TYP) SCORED LINE (TYP) �0'-0" FIN. FLR. _ IS'-0 3/4" BRG. HGzT, Il'-0 3/4" NDR. NCsT. 10'-0 3/4" 2ND F.F. --- _ j48'-S" BRG, HGT. 6'-8" HDR. HGT. TEXTURED CEMENTITIOUS COATING PER (ASTM CS26)(TYP) ---_.--------- - j�0'-0" FIN. FLR, REAR ELEVATION SCALE: 1/4 = I'-0' ELEVATION'A' 4Desn Grou inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �'lll"'lll L0000�000vI SUBDIV. & LOT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FRONT & REAR ELEVATIONS ARCHITECT: STATE OF FLORIDA `''0149 iTE: 6 /13 /18 IEVCA.LE: 1/4"=1' - 0" SHEET 5 OF 18'-0 3/4" 51RG. H4GT.h _ I7-0 3/4" HDR. HGT.h _ 10'-0 3/4" 2ND F.F. 8'-8" 5RCs. HCzT. 6'-8" HDR, HGT. 12 5 OFF -RIDGE VENT ROOF SHINGLES (TYP) L_� TEXTURED CEMENTIT104 COATING PER (ASTM C92(o)(TYR) 0 6 - — — - — - — - - — - — - - — - — - — - - 1'-07TT_-r- v r 0'-0" FIN. FLR.h_ 12 5� - — - — - — - — - — - — - — - — - — W.S. `TEXTURED CEMENTITIOU5 COATING PER (ASTM C926) (TYP) D --------------------------- LEFT E"Llh'"TION SCALE: 1/4 = 1'-0' ELEVATION 'A' ROOF SHINGLES (TYP) 12 5 OFF -RIDGE VENT -0" 12 —�- _018'-0 3/4" 5RG, HGT. ,ill'-O 3/4" HDR. HCsT. 10'-0 3/4" 2ND F.F. BRCz. HGT. HDR. HGsT, SCORED LINE (TYP) 0'-0" FIN. FLR. IS'-0 3/4" 5RG, H-nT.h _—_--_—_—_—_ 18'-O 3/4" BRG- HGT. Y 171-0 3/4" HDR. HCsT. 7' 0 3/4" HDR. HCmT.h --- ------------- -------------- C.J. C.J. `TEXTURED CEMENTITIOUS COATING PER (ASTM I12 C926) (TYP) 12 5 5 I0'-0 3/4" 2ND F.F.h 0'-0 3/4" 2ND F.F. -- _ —_,— _----_--�— _--- _-- Y 8'-8" SRCs. HCsT.h ---- -- ----------- _ ,�8'-8" SRC. HGT,- - — - — - — - — - — - — - — - — - - — - — -WS. HDR. HCxT.l - - - -�—-------------------- HDR. HGT. 1'-O" �r TEXTURED CEMENTITIOUS SCORED LINE COATING PER (ASTM �r (') `4 r C926) (TYP) 0' O" FIN. FLR.h - -- — - — - — - — - — - — - — - — - — - — - — -- - - - �0' 0" FIN_ FLR. RIGHT IELEV TI N SCALE: 1/4 = I'-0' ELEVATION 'A' A R C H I T E C T S Design Grou p`inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www. a bdesigngro u pxo m AA #: 0003325 Ad �II"'lllll L0m�000■OmJ SUBDIV. 8e L,OT: OAKLAND LAKE (LOT 19) MODEL: 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: LEFT & RIGHT ELEVATIONS ARCHRECT. (STATE OF FLORIDA 1 2ole rTE: 6/13/18 CAT E: 1/4"=1'-O" SHEET 5 0 1 0 F A R C H I T E C T S CO TROL DATE 0T-DI-IS CONNECTOR SCHEDULE SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER ME74-16 1450 HTA 16-18 14DO (1) 106 x 1 Id" I -PLY, l6) I6d 2-PC', (USE. (10) led X 1 1/2" - NO I6d OPTION) (2) META„16 1985 (2) H1A Ib-18 2800 (10) led x 11n, _FH`-, (LISP, (10) IIDd (14/ I6d 2-PLY NSP: NO I66 OPTION) — HETA-16 16110 LTA 16 ISIS (9l led x I ITT° 1-PLY. (a) Ibd 2-PLY USP: (10) 10d x 1 la', NO 16d OPTION HETA-20 ISO HTA 27/ IBIS (9> Ice x 1 I/2' I -PLY, (5) Ibd 2-PLY U6P. (10) led x I IQ', NO I66 OPTION r (2) HETA-20 2035 (2) HTA-20 310 (10) IBd x 1 I/2' I -PLY LISP (I0) led x I In' 2500 (ID ibtl 2-PLY (USP: NO I6d OPTION) z LGT-2 2 50 LUGT-0 1915 "I - 1/4' x 2 1/4' TITEN, 2 PLY (USP: ELK (5) 1/4' WE, WOOD (16) ICE (n DETAL-20 2460 NO USP CONVERSION FOR 51MPBON DETAL-20 (10) - 106 x I ITT, I PLY MGT + BESS MUGT 4000 CV 5/8' A.T.R. IN HIGH STRENGTH EPDXY (MIN, 12' EMBED), (22) 10d ?G WOOD (USP: (20) 106 TO WOOD) HGT-2 1e980 HUGT-2 9365 (213/4' A.TR IN HIGH STRENGTH EPDXT (MIN. 12' EMBED), flb) 10d TO WOOD CUSP: WOOD (e) 10d) HGT-3 10530 HUG7-3 9365 (2) 3/4' A.TR IN HIGH STRENGTH EPDXY (MIN. IT EMBED), (16) Ied TO LOOP CUSP: WOOD (a) led) LGT3-5D52.5 3205 LUGT-3 5330 02) 8DS 1/4'4 ITT' TO GIRDER, (4J 3/6' x V TITEN HD TO WALL (USP: GONG (41 3/8' X 5' WEDGE BOLT, WOOD (121 W625J LTA2 1210 PARALLEL TO WALL 1425 PERPENDICULAR TO WALL--- LPTA 15" (10) led x I-I/2' (USE; (10) 10d x I ITT' VGT 4940 NO USE CONVERSION FOR SIMPSON VGT (1)6/8' A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (16)-SDS 1/4'X3' TO WOOD (2) VGT I TIES NO USP CONVERSION FOR SIMPSON (2) VGT) 121 IIIW A.T.R IN HIGH STRENGTH EPDXY (MIN. p' EMBED), (32)-5D5 I/4'XV / 2 PLY MTS-12 1000 Tim 12 95 (14) 10d x I I/2' CUSP: (14) led x I I2% (14) 10d) H76-16 115e HTW I6 60 (IS) led x I ITT" CUSP. (16) led x 1 ITT', (S) led) HIS-20 1450 HTW 20 045 (24) led x IITT' CUSP :(24)led x I ITT',(20)led) 419-24 1450 HTW 24 (24) Ied x I/2' (USP: (24)10d x 1 1/2,(20) 106) LSTA-12 925 LETA 12 12045 10 (10) led USR (10) IOd LSTA-15 ++ 1235 LSTA IS 60 CI4) Ied USP: (14) Ied MSTA-IS .. IBIS MSTA-18 15 CIA) Ied USP: (14) led 1'16TA-24 ++ 1640 M5TA-24 50 "A, fed USP. (18) 10d V) ILMSTA-30 ++ 2050 M5TA-30 2140 (12110d USP: 02) 10d < M5TA-36 r 2050 M5TA-36 2525 (2B)106 U5P: (26)10d H MSTI-36 3800 K5TI 236 BOBO (30)led xl In USE: CBS)led xI ITT' MSTI-AS SOBS KTSI 245 4250 (4611ed x 1 1/2' UeP: (45) 10d x ITT' H6 S50 EFTA b 1595 (8) Bd TO PLATES, (6) 8d TO STUDS CUSP, (I6) Be x 1 1/2', CIS) ad) SPq ge5 5F? 4 048 (bl led x 1 ITT' 70 STUDS UBP: (6) led x I In' TO 5TUD6 A34 395 MP 34 410 (q) bd x 1 In' TO BEAM, l4) Bd x I In' TO POST. LISP: C4) 56 x 1 1/2' TO BEAM, (4) bd x I Ill' TO POET. HGP2 645 HHCP 2 0010 C12J led x 1 1/24 USE: CIO) led x 1 In' TO TRUSS, (10) led X I Id' TO PLATE HIeA 340 RT IBA 280 09) led x I ITT' USP: (91 led x I In TO TRUSS, (5) led X la' TO PLATE VGi 1 HDU4 4565 PHD 4A 4535 (16)•SDS I/4k3' TO WOOD, (10)-6DS 1/4'x2 In' W/ THREADED ROD, (2) NUTS/WASHER/2 PLY 5/8' ATR MIN. T EMBED SET IN HIGH STRENGTH EPDXY, (10) WSW WOOD SCREWS VGT (HOTS 4940 TDX 10 51!0 (I/1 0D0 I/4'x3' TO WOOD, (3J-3/4" SIDD BOLTS W/ THREADED ROD, C21 NLTS/UlABHER/2PLY U 1/e" ATR MIN. EMBED SET IN HIGH STRENGTH EPDXY lO O ABU 44 2200 6665 PAU 44 2535 6115 H C, (12) 166 W (V //8 A.i.R IN HIGH STRENGTH EPDXY, (MIN. �' EMBED.) IN DONC„ Cl2) I6d TO WOOD USP: SAME AS SIMPSON ABU 66 2300 12000 PAU Bb 2535 138f5 (1) g/6' A.T,R IN HIGH STRENGTH EPDXY, (MIN. T EMBED.) IN GONG, (12JI6d TO WOOD UBP: SAME AS 51MP90N (n d' O LTT19 .. LTT205 +++ 1340 1500 LTS 19 ATE 205 1205 1105 CI18/4' A.T.R.IN HIGH STRENGTH E�OxY, (MIN. 1' EMBED) IN GONG (8A0d TO WOOD USP: SAME AS SIMPSON [I) I/j A.T.R. IN HIGH STRENGTH EPDXY (MIN V EMBED) IN CONC, (10)10d TO WOOD 3/4' ATR MIN T EMBED 9ET IN NIGH STRENGTH EPDXY, (10110d (10) 10d I/2', 2-I/2' U HTT4 4455 HTT45 4465 HIGH STIRENGTH EPDXY (MN 1' EMBED) IN CONC, O6) 5D'1e X I ITT' (UBP: (20) Ibd X 2.14 9 LISP HAS MORE NAIL OPTIONS: (20) led, (20) led x -IQ', (20) Ibd x 2 In' Z Q HT75 5090 Li 5430 (I) §/8' ATR IN HIGH STRENGTH EPDXY (MIN. 1' EMBED) IN CONO, (26) I6d X 2 Ill' UUSP: (20) I6d X 2-IR7 ❑Sp HAS MORE NAIL OPTIONS: (26) 10d, (28) 10d x )-ITT', (20) I6d x 2 ITT' N THIDQII-6DS 25+ HD1B META 356/1125 11,510 6645 3415 5330 UPHD II TDX 10 NFM35X12U 12090 5110 3165 1130 <V V AAR IN HIGH STRENGTH EPDXY, (MIN. IS' EMBEDI IN CONC., (24) BPS Y4' x 2$' WOOD SCREWS (USP: (24) U BB, WOOD SCREWS) CN)1/8, A.B. IN. HIGH STRENGTH EPDXY, (MIN. 7-EMBED) IN CON4, (3) 3/4' STUD BOLTS TO WOOD CUSP; (4)1/8' BOLTS) S (V 3/4' ATR IN HIGH STRENGTH EPDXY, (MN. 6O3' EMBEDMENT) IN OML. TOP, (Il 3/4' ATi& IN HIGH STRENGTH EPDXY (MIN. 6.15' EMBEDMENT) IN C.M.U. FACE, N3N06 TO BEAM USP (1)IG J BOLT W/ MNIMUM 6- EMBED.. NOT LEW THAN 4 FROM EDGE OF OONO W/ 3/4' PIA ITW RU FfSET4FEPH l DYNA BOLT SLEEVE ANCHOR OR EQ. W/ MIN, 5' EMBED DEPTH INSTALLED IN THE FACE. W C) HUBC412 (WOOD) 3635 2660 (FLR) HU84121F 3060 2530 (FLR) (I®) I6d TO HEADER (10) 166 TO WCOD USP: SAME AS SIMPSON - 3265 (ROOF) 3225 (ROOF) z HUC410 (CMU) I010 BOSS HD410 IF 1906 31T5 /i/) I/4' . 2-3/4' TITEN CS PER FLANGE) TO CHU, (10) led TO WOOD: CUSP: (15) I/4' x 3' WEB SCREWS, (10) led TO WOOD. Q HLC2I0-2 (CMU) Ice 5085 HD210-2 F I905 3115 (1/)1/4' X 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) IOd TO WOOD: CUSP: f10) I/4' x 3' W153 SCREWS, (10) 10d TO WOOD HUC210-3 (CMU) 18I0 4000 HD11e-31F 1905 3!15 - (I®) 1/4' X2-3/4' TITEN (S PER FLANGE) TO CMU, (10) 10d TO WOOD: NSP: (IBJ/4' x 3' W53 SCREWS, (10) Ied TO iLL%OD LGUM26-2-6D6 1430 55'.:5 NO USP CONVERSION FOR SIMPSON LGUM26.2-5D5 (4) 3/8' 4' TITEN. HD ANCHORS (2 PER FLANGE) TO CMU, C4) 1/4' X 2 In' 5D5 5CREULS TO WOOD HIGH STRENGTH EPDXY = SIMPECN 'SET EPDXY -TIE'. CONTACT THE ARCHITECT/ENGINEER OF RECORD FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR SIMILAR EPDXY PRODUCTS OR LISP - CIA. ADHESIVE ANCHORING 6YSTENM6. + WHERE ANCHOR EMBEDMENT 15 GREATER THAN l' DEEP, THE VERTICA. DELL IN GMU. -1 ALL MUST BE FIL6€D SOLID m/ GROAT. ++ ICE COMMON NAILS CAN BE SUBSTITUTED WITH IOd x I Ill"NAILS IN CONJUNCTION WITH A 231. REDUCTION IN THE ALLOWABLE LOAD. WRITTEN APPROVAL FROM THE A,ECHITEOT 15 REQUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION. (n ++ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5, MINIMUM EMBEDMENT IN-C THE FOUNDATION WILL BE T' W H A.T.R. - A-301 ALL THREAD ROD (61ZE, PROTECTION TYPE, LENGTH, ETC, V4R!E5) OBECAUSE OF THE WIDE VARIETY OF MATERIALS, LOOAT!ONS AND CONDI-ION5 THAT MAY AFFECT CONNECTORS, THE CONTRACTOR MUST BE RESPONSIBLE FOR MAKING SURE THAT THE PROPER CORROSION PROTECTION 15 USED. WHEN )SING 5TAIN-E$5 STEEL CONNECTORS, USE STAINLESS STEEL FASTENERS. WHEN 'USING _MAX / HOG GALVANIZED CONNECTORS, USE FASTENERS GALVANIZED PER ASTM-AI53 USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL BASS AND MJST HAVE WRITTEN APF'K47VAL FRO:) THE ARCHITECT/ENGINEER OF RECORD PRIOR TO USE. ALL CONNECTOR VALJE5 545HP ON 51MPSON "WOOD CONSTRUCTION CONNECTOR5 C-20'a' , "HIGH WINO-RE0I5TAN7 CONSTIHILil i O-INU.VJ9, AND ANCHORING . FASTENING SYSTEMS FOR CONCRETE x MASONRY CATALOG G-545-2012. [I 2x12 (02 SYP) 1/I6' OSB (TYP.) NAIL (3) 12d • SITS' OJC. TYP. 2x1.2 BM./_HDR. @ ENTRY MINIMUM RNESER STUD REQUIREMENTS MAXIMUM HEADER SPAN (Pt-) UP TO 5'-O' TO 5'-01 UxO. 4'-11 1/2' 1'-II 1/2' AND UP NUMBER OF HEADER STUDS SUPPORTING END OF HEADER 1 2 3 NUMBER OF FULL 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 ARE AS FOLLOWS, U.N.O: • TRUSS TO MASONRY/CONCRETE SHALL BE META-16 • FLOOR JOIST TO MASONRY/CONCRETE SHALL BE HETA-16 AT EACH END AND 32" ON CENTER ON JOISTS PARALLEL TO WALL. • TRUSS TO BEARING WOOD FRAMING SHALL BE MTS-12 3. TRUSS TO TRUSS CONNECTIONS AND HANGERS SHALL BE DESIGNED AND SUPPLIED BY TRUSS MANUFACTURER. 4. REFER TO TRUSS MANUFACTURER'S SIGNED AND SEALED DRAWINGS FOR LOCATIONS, PROFILE, AND SIZE OF ROOF/FLOOR TRUSSES. 5. HEADER SPAN CHART & MIN, WALL & HDR. STUD REQUIREMENTS ARE STD. U.N.O. ON FRAMING PLAN. 6. CONT. STRUCTURAL SHEATHING TO BTM. OF FLR. TRUSS/BEAM MUST NOT BREAK 1'-4" MIN. FROM 2ND. FLR. LINE WALL LEGEND ................................ V-8' BRCS. LOAD® NON-BRG. 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LONGWOOD, FL 32750 PH: 407-774.6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 r STJBDIV. & LOT: OAKLAND LAKE (LOT 19) MODEL. 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FIRST FLOOR FRAMING PLAN ARCHrrECT- STATE OF R ORIDA 11111 t^Q7® E: 6/13/18 .ALE: 1/4"=1'-O" SHEET or 9 STJBDIV. & LOT: OAKLAND LAKE (LOT 19) MODEL. 2195 (VERSION#00) PROJECT#: 02784.000/00019 PAGE: FIRST FLOOR FRAMING PLAN ARCHrrECT- STATE OF R ORIDA 11111 t^Q7® E: 6/13/18 .ALE: 1/4"=1'-O" SHEET or 9