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HomeMy WebLinkAboutBUILDING PLANMOO-00 FORM ryanhomes.com DESIGN CRITERIA: • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION(2017) •ALL LOCAL AND STATE CODES • OCCUPANCY - RESIDENTIAL, GROUP R3 •CONSTRUCTION TYPE - VB • MIN. INTERIOR FINISH - CLASS C • BASIC WIND SPEED - VULT = 160 MPH - VASD = 124 MPH RISK CATEGORY II •EXPOSURE CATEGORY - EXPOSURE C •1-STORY RESIDENCE - • 2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES • STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. SUITE 340 WEST PALM BEACH, FL 33401 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 GROUND SNOW LOAD N/A SQ.FT. CALC.'S IST FLR. LIVING: S20 SQ. FT. 2ND FLR. LIVING: I,215 SQ. FT. GsAR.4GsE 444 SQ. FT. TOTAL LIVING: 2,63'J $0. FT. ENTRY fay SQ. FT. LANAI 100 SQ. FT. TOTAL 2AW4 SQ. FT. CU51C VOLUME LIVING 18,204 SQ. FT. AREA CALCULATION ELEVATION B W/ LANAI DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. WIDTH 40'-0" TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM WIND DESIGN ICE BARRIER UNDERLAYMENT FLOOD n HAZARDS AIR FREEZING MEAN ANNUAL eed Topographic Weathering Frost line Termite` ph) effects' CATEGORY` depth" TEMP` REQUIRED' INDEX' TEMP' 160-C N/A Negligible N/A Very Heavy 45 N/A N/A N/A N/A CONTROL DATE 01-01-18 DEPTH le i 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. REVISIONS DATE I DESCRIPTION SHEET NO CS GN F DESCRIPTION COVER SHEET GENERAL NOTES DOWEL PLAN 1101110A II 1 �l , ems 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN - FIRST FLOOR 4.1 FLOOR PLAN - SECOND FLOOR 5 ELEVATIONS - FRONT & REAR R 1 F.T..PVA77(1NC — TVPT JP. RTr-UT 7 TRUSS PLAN - ROOF PLAN 1 8 ELECTRICAL PLAN - FIRST FLOOR 1 9 1 PRODUCT APPROVAL 1 D2-D7 I ARCHITECTURAL DETAILS wAI -wr I WAT.T. AggPUPT v nPTATT e 1 M. St ST. LUCIE COU 1n7; p ,fTE OR NO A R C H I T E C T S 1441 N. KVNALD KLAGAN LIM. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIII"'ll �vv0000� E 8 W E O C L SUBDIV. & LOT: OAK -LAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT*: 2784.000/00023 PAGE: COVER SHEET kb ARCHRECT- STATE OF FLORA M N D E: 6/1/18 SCALE: 1/4"-1'-0" SHEET c S OF 9 XXX00-00 FOR: ryanhomes.com DESIGN CRITERIA: • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION(2017) •ALL LOCAL AND STATE CODES • OCCUPANCY — RESIDENTIAL, GROUP R3 •CONSTRUCTION TYPE — VB • MIN. INTERIOR FINISH — CLASS C •BASIC WIND SPEED — VULT = 160 MPH — VASD = 124 MPH RISK CATEGORY II *EXPOSURE CATEGORY — EXPOSURE C •1—STORY RESIDENCE — • 2—STORY RESIDENCE —MAX. HEIGHT AS PER LOCAL AND STATE CODES • STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. SUITE 340 WEST PALM BEACH, FL 33401 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 SQ.FT. CALC.'S DATE IST FLR LIVING S20 SQ. FT- 2ND FLR. LIVING I,215 SQ. FT. TOTAL LIVING ENTRY GARAGE LANAI 2,155 65 444 100 SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2 804 SQ. FT. AREA CALCULATION WIDTH DEPTH ELEVATION B W/ LANAI 40'-0" 48'-8" 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. CONTROL DATE 01-01-18 REVISIONS DESCRIPTION SHEET NO CS DESCRIPTION SHEET INDEX OF DRAWINGS 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN - FIRST FLOOR 4.1 FLOOR PLAN - SECOND FLOOR 5 ELEVATIONS - FRONT & REAR 6I FiF'VATInw — TRVT R, PTr_PrP N TRUSS PLAN ELECTRICAL PLAN ELECTRICAL PLAN PRODUCT APPROV DETAILS D2—D7 ARCHITECTURAL DETAILS WA1—W5 WALL ASSEMBLY DETAILS — FIRST FLOOR — ROOF PLAN — FIRST FLOOR A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONG WOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �mnnni .�eoom000mp E 8 E O G L SUHDIY. de LOT: OAKLAND LAKE (LOT #23) MODEL• 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: COVER SHEET ARCHrMCT. STATE OF FLORIDA DATE: 5 /7 /18 SCALE: 1 /4"= l'— O" SHEET C S Or 9 MAY 14 2013 Permitting Department St. Lucie County, FL GENERAL NOTES col 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. 7. 2. THE MINIMUM SUPERIMPOSED DESIGN LOADS AREAS FOLLOWS; 2. A FLOOR LIVE LOADS LPSF A. 1. SLEEPINGROOMS 30 Al ATTICS W/ STORAGE 20 3 A3. ATTICS W/OUT STORAGE 10 A4. POOLROOMS 75 4. A.5. BALCONIES 40 A.B. DECKS 40 5. AT STAIRS 40 A.B. ALL OTHER ROOMS 40 6. B. FLOOR DEAD LOADS rPSF) 7. BA. ALLAREAS 10 C. ROOF LIVE LOADS ** 8. C. 1. ** MIN MUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). 9. D. ROOF DEAD LOAD D. 1. FIBERGLASS SHINGLES 17 R2, CONCRETE TILES 25 M E. WIND LOAD CRITERIA EA. BASIC WIND SPEED VULT. = 180 MPH, VASD= 124 MPH 1. E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 2. EA. INTERNAL PRESSURE COEFFICIENT (GC-p) 0.18 E.5. OPEN BUILDINGS 0.00 E.B. ENCLOSED BUILDINGS t0.18 3' F. GUARDRAILS AND HANDRAILS LIVE LOAD (PSF) 4, F.1. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 5. GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE RD AND H) OF THE FBCR 2017, 6TH EDITION 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. AREFOUND 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 7' BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW 8' BY BUILDER" NOTE ON COVER SHEET (CS). RE 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. 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 AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 2, 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 3. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. 4. 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 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, BTH EDITION (2017). 5' 11. ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. 6. 12. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE AWINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). 13. WALL AND CEILING FINISHES SHALL HAVE AFLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RES DENTAL 6TH ED (2017). 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). 15. 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 AFLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 7' 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). E L 17. CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL BTH ED (2017). 1. GARAGES AND CARPORTS 2. 1. GARAGE DOOR 3' A. ENGINEERED FOR 160 MPH MN WIND LOAD. 4, S. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 5. 6. 2. AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PLRPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 7. 3/8INCHES THICK, OR 20•MINUTE FIRE -RATED DOORS- AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 6. 3. AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MIN MUM NO, 26 GAGE (0.48 Mg SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. TII 4. 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 M -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HLA13TABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR 1 EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN %-INCH GYPSUM BOARD OR EQUIVALENT, SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. 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. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. 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 e 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. CONSTRUCTION AND TO VERIFY FY THAT BUILDING BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN NG PAD MEETS THE PRESUMPTIVE SOIL THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AB DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION, AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. 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 3. WITH ASTM D-1557. 4. 5. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT, 5. 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. 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 8. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 8, 9. DO NOT BACKFLL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 9. 10, EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE. 11. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 10. 12, THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINSHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES WAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. 11. 13. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS, ICRETE ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXI MUM AGGREGATE SIZE SHALL BE W. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHIAMFERED'W. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE, CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR BTH EDITION (2017). FM 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. 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. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO GELLED BLOCK MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. MORTAR J01 NTS FOR ALL BED AND HEAD JOINTS ARE TO BE 318 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN %INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PS PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R606.2.11 OF THE FBCR, 6TH EDITION (2017) FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING: MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECI RCATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (VINO). CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1121NCH TO 2.25INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kglm') 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, BTH EDITION (2017) 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 OFAT LEAST 25'. 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. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.. R CONCRETE EXPOSED TO EARTH OR WEATHER: B. 1. hb, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.1. #11 AND SMALLER 34" D. BEAMS & COLUMNS: D.1. PRI MARY REINFORCEMENT, TIES, STIRRLPS AND SPIRALS 1'/1" DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT ALL ELECTRICALTO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 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) NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 75%OF LIGHTING MUST BE ENERGY EFR CENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 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. BER ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN A AMERI CAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: 13.1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE I NSTI TUTE: D. 1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. ARA- THE ENGI VEERED WOOD ASSOCIATION: E.I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN) MACHINE GRADE LUMBER UNNO. A Fb =1,100 PSI Fv =175 PSI E = 1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS, LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYPW (SOUTHERN PINE 62) OR OTTER (UNLESS NOTED OTHERWISE). ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR 6TH EDITION (2017). FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2"CDX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16' ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8' OSB EXPOSURE-1 OR 518' CDX PLYWOOD OR 15132" APARATED O.S.B. SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE ''IW SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7116" OSB EXPOSURE-1 OR 1/2" COX PLYWOOD OR 15/32" APA-RATED O.S.B. OR 112 'ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #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 OFANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CWME IS THROUGH A WRITTEN R.F.I. PROCESS. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. a TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSVTPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO LI360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE U MITED TO L/240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SI MPSON" STRONGTIE BY SI MPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTSINAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. DRAFTSTOPPING TO COMPLY W/ FBCR 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1, 000 SQUARE FT (92.9W). MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B 160MPH/C 160MPH/D 2x6 STUD SPACING @ 16' O.C. @ 16' O.C. @ 16" O.C. 22, IN VENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITION (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC. OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR 6TH EDITION (2017) * PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876, ASTM F 877, OR CSA B137.5 PER R2906.4 * FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. * PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1"PER 100' OF LINE WITH EVERY /0'F CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. " PIPE SUPPORTS SHALL 13E A MAXIMUM OF 32" HORIZONTALLY, AND 10' VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM W PVC (SCHEDULE 40), INSULATED WITH'h" AMAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM PVC (SCHEDULE 40), INSULATED WITH W AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017). 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH )Y GYPSUM BOARD, FBCR, BTH 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 ASTMC926 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 T0: •- ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS -- "PFLASHING •- 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 - I IA AND R703 OF THE FBCR 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7,10.2.1 OF THE ASTWG-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-G 1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES/ CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AB DESIGN GROUP'S SERVICES FOR THIS. PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE 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 IT E C T S i441 N. KUNALU KLAUAN DLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 1 �"IIIIIIII �ov0000� SUBDrv. 8a IAT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT¢: 2784.000 00()4,2 PAGE: GENERAL NOTES ARCHITECT - STATE OF FLOFUDA " w D E: 6/1/18 8ALE:1/4"-1'-0'I SHEET G N Og 9 GENERALNOTES 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. 2. THE MINIMUM SUPERIMPOSED DESIGN LOADS AREAS FOLLOWS; A. FLOOR LIVE LOADS JPSFI A. 1. SLEEPINGROOMS 30 Al ATTICS W/ STORAGE 20 Al ATTICS W/OUT STORAGE 10 A4. POOLROOMS 75 A.S. BALCONIES 40 AA DECKS 40 AT STAIRS 40 A.B. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS rPSF) 8.1. ALL AREAS 10 C. ROOF LIVE LOADS ** CA " MINI MUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). D. ROOF DEAD LOAD (PSF) D. 1. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E. 1. BASIC WIND SPEED VULT. =160 MPH, VASD = 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR'(KD) 0.85 EA. INTERNAL PRESSURE COEFFICIENT (GC_pi) 0.18 E.5. OPEN BUILDINGS 0.00 E.6. ENCLOSED BUILDINGS t0.18 F. GUARDRAILS AND HANDRAILSUVELOAD (PSF) F.A. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE FO AND H) OF THE FBCR 2017, 6TH EDITION. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DI MENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND 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 BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW BY BUILDER" NOTE ON COVER SHEET (CS). 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 TEE DRAWINGS OR THE REQUIRED CODES. 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 AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. 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 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). 11. ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. 12. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F, AND MORE THAN 72"' ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). GARAGES AND CARPORTS 1. 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 2. AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS- AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 3. AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINI MUM NO. 26 GAGE (0.48 MM) SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. 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 / 6 -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 %-INCH GYPSUM BOARD OR EQUIVALENT, SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. 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, THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. 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 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 CDNSTRUCTI ON. 4. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 96%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED INACGORDANCE WITH ASTM D-1557. 5. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 6. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'% THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 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. 8. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 9. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 10. EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE. 11. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 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. 13. SWIMMING POOL,DECK,SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS. CONCRETE 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. ALL CONCRETE FOR THE FOOTINGS SLABS ON GROUND AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROD SI ONS OF TABLE R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE'W. 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5, BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS, LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRANTSARE INSTALLED. 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'W". 7. PROM OF 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE. 8. CONTRACTORIOWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. =LOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). 1. ASONRY 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. ONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE SONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm = 1500 PSI. 3. EN -END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. AORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITHASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. ORTAR 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 HAN%INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 6. ROUT 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 R608,2. 11 OF THE FBCR, 6TH EDITION (2017) 7. ILL CMJ CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. 14ASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REINFORCING STEEL 1. L CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE TANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. EINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). 3. ONCRETE SLABS ON GROUND SHALL CONTAIN MICRO OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 112 INCH TO 2.25IN1CHES (13 TO 56 MM) IN LENGTH. OSAGE 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 IMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR, 6TH EDITION (2017) 4. L 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 (NIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25". 5. UN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25" HEREVER POSSIBLE. 6. LEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH s" CONCRETE EXPOSED TO EARTH OR WEATHER: B. 1. #5, W31 OR D31 AND SMALLER 9" CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND C. 1. #11 AND SMALLER 3L" I. BEAMS & COLUMNS: D. 1. PRI MARY REINFORCE MENT, TI ES, STI RRUPS AND SPIRALS 1'h" 7. 0 NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELECT AL 1. ALL LECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALLSMOKE 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% DF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125- OLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUR ETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. PER IGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. S. 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. TFE 3RANCH 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 INST kLUED FOR EACH MOTOR VEHICLE SPACE. 1. A L WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) 3. NATIONAL FOREST PRODUCTS ASSOCIATION: B. 1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION SOUTHERN PINE INSPECTION BUREAU: C. 1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE I NSTI TUTE: D. 1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) APA- THE ENGINEERED WOOD ASSOCIATION: E.1. ENGINEERED WOOD CONSTRUCTION GUIDE AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. Al STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN) MACHINE GRADE LUMBER, LINO. A Fb. = 1,100 PSI Fv = 175 PSI E = 1,400,000 PSI 3. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. Ll JMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE W) OR BETTER (UNLESS NOTED OTHERWISE). 4. Al LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. M NIMUM NAILING PER FBCR 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. A L BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. N TCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. F R CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSS EXPOSURE-1 OR 5/8" CDX PLYWOOD OR 15/32" APA-RATED O.S.B. SHEATHING PROVIDE PANEL -CLIPS MID -SPAN FOR SPANS GREATER THAN WON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10. POOR SHEATHING SHALL BE STRUCTURAL GRADE -A SUBFLOO R T & G INTERIOR PLYWOOD, GLUED AND NAILED, ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 S L ONLY BE USED. 11. 14 ALL SHEATHING SHALL BE STRUCTURAL GRADE 7116" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD OR 15/32' APA-RATED O.S.B. OR 1/2 "ZIP BOARD SYSTEM, INSTALLED PER N&1FACTURER SPECIFICATIONS. 12. M NIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. P OVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. A 3 PART OF PROJECT AS DESI GN GROUP WILL ONLY WOR K WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR T E PROJECT. IT IS THE BUILDERS RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS A =TER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH C JANGE 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. T USS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING D PARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL E 4GNEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. el 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 ANSI/TPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE U MITED TO L/240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SI MPSON" STRONGTIE BY SI MPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTSINAILSAS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: INCOMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEI LING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1, 000 SQUARE FT (92.9W). MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B 160MPH/C 160MPH/D 2x6 STUD SPACING @ 16" O.C. I @ 16" O.C. I @ 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 100' OF LINE WITH EVERY 10"F CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. " PIPE SUPPORTS SHALL BE A MAXIMUM OF 32" HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM''M.' PVC (SCHEDULE 40), INSULATED WITH 'A" AMAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM '/" PVC (SCHEDULE 40), INSULATED WITH'A" AMAFLEX. 4. SHOWER HEADS SHALL HAVE 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, BTH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH X" GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND; NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTUC926 3. LATH & ACCESORIES PER ASTM-G1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED T0: - ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS - V' FLASHNG -- HORIZONTAL LATH AND PAPER DETAILS - PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS - WEEP SCREED DETAILS -- CONDUIT PENETRATION DETA LS -- 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 71N (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTMG1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 71N, (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTM-G1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES/CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUPS SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PEASE SERVICES, AND THAT SUCH SERVICES WILL BE PRODDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE. 01/01/18 A R C H I T E C T S 199:L K. KUKALU KCAIUAK DLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �IIIIIIII'I �0o0vo00oJ SUBDrv. ac LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: GENERAL NOTES ARCHITECT - STATE OF FLORIDA $: 5/7/18 scaLE: - - 1 4 0 SHEET G�T of JL V SECURE STRAP A/C UNIT $IMPSON UlB ROLL t0 GONG. STRAP OR EQUAL 3/16 "x2' TAPCONS 3 1/2' TI-IICKJ —SECURE STRAP CONC. SLAB TO UNIT Ul/ (2) Vxl 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL �r 24'x24'xl2' CONC. FTC. W/ (3) r5 REBAR$ EA WAY ON CHAIRS MR 3' COVER (2-TYP) 10' - 0II � pl_211 -3 1/2"-i c PAYERS 1 `F'_'t11 1'-311 I — --- -----�i�LL— II I/1—pl 121_/, A �jbt� . 11 _o101_011 al_T I'DEEP CONTROL JOINT �} SAWCUT WITHIN 12 HOURS OF rA'-0' FIN. ELEV. : J r_in ■ I FIN. GONG. SLAB I (CONCRETE PLACEMENT L .0 DI iil 1 _O, 9'-0" v3'-0" I 0'-01, CONDENSATION C 3 ve' coat, REINFORCED LINE WV bW-wA x UA 5A .STEM UP TO ON VAPOR eARIM p DI 2ND. FLR A/C 5A` I �WEu_coI•macrED cLEar FM1 I — — nW44 — ° I 21 I9'-0" 3'-0" 0'-0" `n _1 P DEEP CONTROL JOINT r PED r- SAWCUT WITHIN 12 HOURS OF SINK CONCRETE PLACEMENT cn IS'-311 11_p11 (TYR) 20'-011 14'-3'I 31 _ A I 21I 511 �t SA ■ 2 I � DI g — — — � — I I uv 6k6'-W1.4 x Wu ■ ■ ■ ■ ■ ■ ■ I ON 6-ML POLY 3 I/2' MyLse VAPOR BARRIER ON I "� ■ WELL -COMPACTED 6' RECESS SLAB I 4A CLEAN FILL ® FOR PAVERS ® .PAVERS DI 9'-811 111_011 24'x24'xl2' CONC. FTC%.1W ■ 4 S I I (3) 5 REBARS EA WAY pl ON CHAIRS MIN 3' COVER ■ p1 — o� (2-TYP) PAVER min 24'x24'xl2' CONC. FTC. EIXGE LINE W/ (3) 5 REBARS EA. WAY ON CHAIRS MIN. 3' COVER 8' 6'/0'-011 21_411 FOUNDATION PLAN 3CALE: 1/4 = I'-0' NOTE: A/C LINES FROM UNIT TO CONDENSER TO BE RUN E 3'-611 Im A R C H I T E C T S Illitii11IIIIIIIII PH: 407-774-6078 v FAX:407-774-4078 www.abd esigngrou p.com AA #: 0003325 r � �IIIII"'ll 000vvv000� SUBDIV. 7LAKE OAKLAND(LOT # MODEL: 2195 (VERSION#00) PROJ'ECT#: 2784.000/00023 PAGE: FOUNDATION PLAN ARCHITECT: STATE OF FLORIDA PATE: 5 /7 /18 CALM: 1/4"=1' _ 0" SHEET 1 or 9 i SCALE: 1/4 A R C H IT E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 r � �IIIII�III ��emcomemm� E 8 E 0 c IUBDIV. & LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: DOWEL PLAN ARCHITECT STATE OF FLORIDA ATE: 5 /7 /18 sCAr..E: 1/4 10=11-0" SHEET 2 OF 9 LOTT'S CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL NO. LENGTH TYPE COMMENTS L-1 11'-4' 8r32-6-0AVIA. PRE5TRE55ED L-2 4'-6' am-5-UKOJL RECE58ED L-3 6'-8' 8/46-5-lIAWIJL L-4 8'-4' 8/48-8-MURUL L-5 4'-6' W4-5-lUUROL L-6 4'-6' M4-541AWAL L-1 4'-6' &U-54MOJL L-8 6'-6' 8/24-541AVIA. L-9 4'-6" 844-04LVOlL L-10 il'-4' SA6-5-lIA1KUL L-II II'-4' 8A6-8-lLUKUL L-12 II'-4' &%-5-11wl L CA=T-CRET4d LINTEL SCHEDULE LINTEL NO. LENC%TW TYPE COMMENTS L-1 11'-4' V32-IBAT PRESTRE55ED L-2 4'-6' 8RF22-05AT RECESSED L-3 6'-6' "-15AT L-4 9'-4' "-IBAT L-5 4'-6' 8F24-OWT L-6 4'-6' 8F24-OET L-1 4'-6' 924-ODAT L-8 V-6' 8F24-IBAT L-S 4'-6' SP24-OWT L-10 II'-4' OF16-IBAT L-11 11'-4' W*-IBAT L-12 II'-4' **-Off L-10 L-6 L-1 25-514 25-94 GREAT ROOM W-a' CIA FLEX RM. 9'-8. CL& LANAI 8'-8' CLG. II PWDR. 8 a ac FOYER V-a' 0-& II — L-8 CASUAL DINING 8'-8' CLCI 2-CAR GARAGE 8'-8' CL& ENTRY ■ L-4 a' -a' a Cs I I I LINTEL SCALE: 1/4 . I'-V ■ i16'-0' X 1'-0' ONGD ML L-3 L-I PLAN A R C H IT E C T S Design Group ���. PH: 407-774-6078 FAX:407-774-4078 www.abd esigngrou p.com AA #: 0003325 l �unnnn �e�ooaev� QE V E t L SUHDIV. de LOT: OAKLAND LAKE (LOT #23) MODEL• 2195 (VERSION#00) PROJECT#: 2784.000/00023 ]PAGE: LINTEL PLAN ARCHfTECT- STATE OF FLORIDA DATE: 5 /7 /18 S ALE:1/4"=1'-0" SHEET 3 OF 9 SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS S"PRECAST U-LINTELS SAFE LOADS (I_86/FT) ®.., - tvca4�wxlx'\A�x%,�awJ,\R .. rMlur1. ®®NNNM®PC ®IIII ®I�II� Nry�r� IMEMKIMINK1,11=1I -min, BEIMUNIMIN `A"ed� AMw1Mw1dM1��tNw MAw1NM�"..t4�e6a�e$e2113mii i®®Ws.OMMOi EtisdWW11'NrlldWM1NWPoNeiWWWN�WNMuV'tWWWV19.0."G.^ �M�AM®AMMM�M AAhi�__ p© �. �adLtlMD'dWWXiN12iW •:- aY4w� ®�©©Wml AFF 1 OADS (L BSAFT) S'PRECAST U-LINTELS UPLIFT LATERAL OVERALL LIMEL LENGTH SPO-T BF2-17 DPI6-IT BFaO-IT %RUGmr SRI DF9t-Ii rnPE CP LMreu eLa eFs R:nu 0es y 26M 3524 4394 Wee 662 t¢61 ]'-B'T09'-b'(FRECABt) 1025 1014 1598 6AM �w \\\\ 23M \\ 36)6® \\ 3015 \.- 4510 5320 -fi019< 3' -T' TO 4'-0" (FREG40T) Von 2040 2101 1516 4041 4111 69V T65 169 1ODA 4'-I'T04'-6"(FREGA61) 592 591 I0T3 M - 1016 y- . \\\\\\ 1115 \\\\\\\ 2216 \\\. 2NO \\\ 55" Y 9D61 '- �96Yf - 4'-T'ro5'-4-(PRDCAOV 411 all Ta3 9LnT ;Ay' am`I491 A'V \1E ME AAA A AAA \\ 2060 A AA IND ERNE 25. 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A `y ,. - NR 204 51 ri 259 BD W-9" TO IS'4'(PI£9TIRSO EO) 224� 319 4. 621 T63 911 IW4 - bT f- kl VII 263 kWV1A 405 1, 621 636 l06 _ 6T3 IB'-B' TO R'-4• I' R 194 64 s '54l"64l a I1'-0' TO 19'-4' (A@BTRE£BEO) WI 2]9 D48 44T 141 Mt 140 D2 WA �2m4 B _ see 4ao Dee see 19'-5" To 21'14' (F'rE61TE%Ep) NG .1 NO 125 Q - 21'-B' T02T-O'<PIEO'Lff0BE0J 13l NE 2. 319 461 !Ei III 49 124 Ill 261 a42 sb ERE 2G- T02 91 30 5" PRECAST EGG RECE55 DOOR U-LINTELS SAFE LOADS (LBS/PT) `M"��`e' (PFELFAITY OVERALL LINTEL LENGTH "Fill of LINTEL' Bp-6-Oe dam-E9 Mel BPEIO-0B alec-0 BraF26-06 90- asi 6 " :mifflff "6453 9'-6• To 4'-a• tPREc wn 11" 9D66 Sao 4349 5421 TOO ua5 A i2992 ` v R .t 21 ',A f 1 }' 4'-5- TO 4'-6- (PREGA5T) 1595 D06D 996E 4.5924 6904 1409 v4v v 5 , alc4a'2 , 9b 4'-I- TOIa- (PRECAST) able 810 91m TO rll6 2211 2BD9 B402 ma& Brae Y4r53 K00 \\\ \\`\\\ 2124 4\\\ 2641 \c\c\\\ 5114 \\v 310o 5'9"TO S'-10"(FRECAST) \\\\\\\\ 5V A%5 3W 5045 1141 \\\\\\ 9448 \\ 13601 e -n'To 6'-9'(PRac4an 1e1 4t 166 -w: Wee 1469 y\ \4 3T6 \44 4y\y4 SPAS q4y T239 \ 5623 6'-9' TO T'-6' (PFEC48T) 669011°, 456 %39 E68 226B 1' T" T09'-9' (FIEPCABfl 411 9129 4�1 DI46 5" PRECA51' WL2"RECE55 DOOR U-LINTEL5 5AFE LOADS (LB5/FT) UPL IpT OVERALL LINTEL LENGTH <irpE W LWTEV BR--b-It BKF10 n SKEW rt b1 lT BiF22-IT d3F26-R B1F30-IT aR16 elRb Rrrw ; ,.6140 3'-6' To A-4• (PF a $Td son 1666 2262 3Vh, 91b 444, 165 161 164 YI SSW +'-6" TO 4'- b- rPPR CAmTJ 061 1604 2212 23-9 36M 4215 ASPS 694 693 1013 - 'L4iA „ - 4 , .. 4'-1' TO 5'-M (PROVOST) 6lS IRIS Il91 A26 464 3JW 3911 Ads W 401 000 .� 408 . NV 120T `'V A 1NV2 1146 4\ 2I09 YB3 44 SPOT \ 31Y9 W.R. To 5'-10'(PRGAST> 351 616 510 ^1W5 1530 No rcNRe Cell AXIS 6'-II'TO lea. RREOA911 am 783 464 „iV IAA AAA1. ., 1N1 A\ e, .4 6'-9' TC 1'-0' (PRECAST) 606 T41 1364 RIGS 21661 2561 P.66" 614 363 `, ? .:` A, ! y ,. �RA `. lei -. - Son 1'-TT09'-O'<PFECABD 9'b \ 44 466 VAt AAA Saw AAV 1222 AA .1fA, O,UA A.AAlAC45 I%9 N`114' __ A(4 310 4W II4 AST- R�TEr LINTEL SCHEDULE MATERIALS I. f'c B" precast lintel - 4000 pat 2. f'c prestressed Ilntel - 6000 psi 3. Grout per ASTM C41e, rigv 3000 psi w/ maximum 3/6 inch aggregate 8 8 to II Inch 6lump 4. Concrete Masonry Units (CMU) per ASTM C30 w/minimum net area compressive strength - 1900 psi 5. Reber per ASTM A615 grade 60 6. Prestressing strand per ASTM 4416 grad. 270 low ralaxatton 1. Mortar per ASTM C210 type M or 6 GENERAL NOTES I. Provide full mortar bed and head Jalnte. 2. Shore filled lintels a6 required. 3. Installation of [Intel must comply with the architectural and/or structural documents. 4. U-Lintels are manufactured with 5 12' long notches at the nice to accommodate Vartical cell reinforclne and grouting 5. Referents the OAST-CRETE Load Deflection Graph brochure for [Intel deflection Information. 6. Bottom field added labor to be located a the bottom OF the Ilntal cavity. 1, 7/32" diameter wire Stirrupsare welded to the bottom st.el for mechanical anchorage. 8. Cast -In -Plata concrete may be provided in composite lintel In hau of concrete masonry Lilts. S. 5a(e load rating based on ratlonal design Al per ACI 315 and ACI 530 10. The exterior surface of lintels Installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-296 or other approved coating. IL Lintels loaded slmulteneoully with vertical (gravity Or upltft) And hGrlZCntal (lateral 1) loads should be ch'leckad For the cambirRFd loading w1u, the following equation: Aedllad vertical load, 4QFIed horizontal load 0ID Safe vertical load Safe horizontal load 12, Addltlonal lateral load capacity can be obtained b the deal narb rovldln y g yP 9 addttlonal reinforced concrete masonry above the lintel, See detall at right: m=1500ps1 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU FULL COURSE 12' GLR TYP (2) 5 RE54R GR40 or a5il SAFE LOAD TABLE NOSES I. All values based on minimum 4lndl nominal bearing. Exception: Safe [Code for unfilled Ilntals must be reduced by 20% If bearing length Is leas than 6 12 inches. 2. N.R. = Not Rated 3. Safe loads are 6uperhodeed allowable loads. 4. Safe loads based on grade 40 or grade 6O field recall. 5. One al rebar may be substituted for two 5 rabars In 8" lintels oily 6. The designer may evaluate Concentrated loads from the Safe load table* by celcUlating the maximum reelsting moment and shear at d-away from Face of support. T`i'PE DESIGNATION F = FILLED WITH GROUT / U = UNFILLED r-'QUANTITY OF 5 AR REBAT F yBOTTOM OF LINTEL CAVITY 11 ((yyam� 11 / 1 I�jr L-QUANTITY OF 15 FIEBAR AT TOP NOMINAL HEIGHT NOMINAL WIDTH 1. For compoe is lintel heights not shown, Use safe load From next lower helght shogun. a. For lintels lengths not shown, use safe load from next longest length shown 9. All Rafe loads in units of pounds par Inar foot 10. All oafs bade based on elmply support span. II. The number in the the parenthesis Incloatle the percent reduction For grade 40 field a dad rebar. Example 7-6' lintel type 8F32-IB lafe gravity load v 6412rn) w/ 15 e reductl 6412 (35) = 5501 plf 5 REBAR A TOP MIN. CU RE XD 1-1/2" CLEAR J Er 7 Q= C.M.U. Q � Z GROUT �p 5 REBAR AT E'30 OM • •- OF LINTEL CAVIT BOTTOM REINFO 1-5/e'AQUAL PROVIDED IN LI 8O ' NMINAL WIDTH (VARIES) SAFE WORKING LATERAL LOADS (PLF) 8" x 8" LINTELS LNI SAFE LATERAL LOADS (REF) Lsi Type PLAIN WLlp VFW Faun m 3564 3-b' Reuel 1168 191E 4'-0' Proli 644 1614 4'-6' Frill 6% 1266 4-B' Pi -malt SW 083 6'-4' Feu4t Isle I%5 fniost So IW5 6'4 Preast 634 064 6`6' Ph Pael 812 MOO 611' F,PbA 518 M l' 6' Heck A46 Me, 1'-1' Reuel 415 dell Rcuvt Sell IN 8'•4' PM-ael 3M 10 9'-4' Flax 211 583 10'-6' Rau. IW 453 II'-4' RePi ISa 60 12'_V Praha 164 S49 12'-6' P'll 143 504 13'.4' await IK 404 14'-0' Preloa 99 397 14-V FP�lraxd NA. 341 15'-4' Fremnwd NA 30i Fa=fiFvved NA. N3 S4' P"mrexed NA. 110 l®'-V Relreued NA 59 21'4' Fulreeed NA. 131 2, PmVeM 3 NA. 120 WEV FnVeued NA. M NUR v %M Ro xamb lei LMIEL GAPE LAIEPAI LOADS (PUN) Tout LalglN type D' DOOR HEADER PLAIN a' DOOR HEADER SOLID 3'-e' Prxeet 1112 2011 4'-0' P1.1t SEC 1611 4'8' Fraceel be 1521 4.4- Prxaet Ise IBM 4'-B' Pretest an 1IM 6'-le RIN I4t 650 in, FNPNt 504 964 V-B' PTzeel 411 In 8'-B' Pucevt 356 664 F.G.! See _ 5% RI LOTT S ����/�///J L .� CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 4N die NOMINAL WIDTH/HEIGHT OF LINTEL F- PLAIN OR SOLID LINTEL [6;16-P-#U/#L] NGr OF ADDITIONAL #5 BARS IN UPPER DR LOVER LINTEL CAVITY -- GENE. -_ LOTIE 1. c 11=_ORIDA BUILDING CODE RESIDENTIAL, IEDITION (2011), SECTIONS R4022 4 R606 1.2. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTION5 PW12 4 2101. 1.3. BUILDING LADE IEQUIREEMENTS FOR REINFORCED CONCRETE (ACI 316-06), 1.4, AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 1-10). 2.. CONCRETE: 2.1. CONCRETE COMPRESSIVE STRENGTH AT 25 CATS. 2.LI. PRE -CAST W/STANDARD REIPPOROFMENT-4000 P91 2.L2. PRE -CAST W/PRES11i REINFORCEMENT-6000 PSI 2.L3. GROUT PER ASTM C416 - 3000 FI W/ MAX 3/8" AGGREGATE, 8' TO II' SLUMP. 22. REINFORCING BARS: 22,1.. 5TEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A615 (GRAPE 00) 22.2, STEEL IN LNTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) A511M A615 (GRADE 40). 23. PRE-5TRE58ED STRANDS ASTM A4161-WIRE, STFAE55 RELIEVED 210 KSI 2A DETAIL REINFORCEMENT IN ACCYOROANCEE WITH ACI 315. TABLE No. 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS LINTEL LENGTH CLEAR GRAN LNTELTYPE LINTEL SffL UNFILLED GRAVITY CAPACITY (II (0)9U GRAVITY CAPACITY (VeL (1)SU UPLIFT CAPACRr (IYSL nYSJ UPLIFT CAPRON l051- (2AN EOITOM BAR TGF BAR GRAY" CAPACITY 2'-10' 110 PRECAST G)R (LPL Ala IM9 15Mv NGS moo 3' -V Y-i' PRECAST (LPL (2)111 1415 3531 W31 Q15 Q15 4' -V 2'-B' PRECAST 0;1 Mq 1183 2111 2111 3366 Mae 4'-6- T-2' PRCAST (2)1 f3/R 1343 Vies 2165 260E 2608 4'-9' 3'-e PRECAST (Dt (2)R 1232 2011 2011 2421 2421 5'-4' 4',V PF92A6i (2)5 (2)R 1006 1651 Ibel 1510 1891 5-p' 4a' PRfJSi (L5 (2)t 560 1423 PARS 1410 1& 6-4- BID' PRICI U)N (2)IT 14P 1253 I 1216 I45 b." B1. PRECAST (2)N (2)2 110 1232 1232 Ila 1348 ba; 5.4' PRECAST (2)N (2)1 6W 1154 1184 1061 logs l•6' 6.2' PRECAST (2)N (2)2 51, IT ell NO I= T-8' 6.4' Flaii (2)N f2)2 AS 959 %9 lM IN, 5-0' 6-8' PRECAST (2)At (2)2 518 SO °D2 112 9A 8-4' 1.0 FREC48i (2) `4 (2)P an he all 64S 92l 9 -4' 8.0' PRECAST (2) `4 (2) `2 416 126 126 499 ISO Val. 9.2' PRECAST l2)N (2) 1;? 354 bib 61B 3BO 6T9 l 4' 19-0' FREOAST (2) a (2) 5 31D 551 561 3n 601 P V V a. FREOAST W S (2) 2 292 525 M 217 561 12 6' 112" PRECAST (2)5 l2)2 f71 ab 4% 251 D12 19 4' 12 V PRECAST G) 5 (A) 0 255 Am as 214 442 14 V V A' PRECAST 0) 5 (L 5 299 490 SAS, 50 9% 14 0 13-4- PRESTRESSED G)N 2) IS NR. 418 45 no 446 16 4 14 0' PRES11E%ED G)N (2)t NR. 319 319 210 40t 14 Is C' PRESTRESSED CON LO NR. AM 2Ca 53 311 IS-4 IB'-V PRESTRESSED (L5 W-5 NR ZIA U4 51 20 V 16-61 PR61RSSE) (2)5 0)5 NR on ial U2 _254 237 21 A 20'-0' PRESTRESSED (2/5 (V -3 Tn ITT o1 208 a2 0 20'-B' PRESTRREN D 1Vt` (2)`3 NR. 164 64 WO I=.b Y4.0 2a-B' PRESIFE%ED (2)5 (2) A NR. Be M 84 1 163 NA. NOT TgGG111ENDEP TABLE Nam_ REINFORCING SCHEGUIE h LOAD CAPACITIES SAFE WORKING LOADS (PLF) 5• N 16" COMPOSITE LINTELS LINTEL LEI,611H CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY 'O,SL (I)'54 GRAVITY CAPACITY on. (1A5u UPLIFT CAPACITY Gnu 11A5U UPLIFT CAPACITY (I' L NRU B(JROM BAR RCP BAR a- -6 PSI (2/ 2 loom ODOO lowe CD 3'-6' I.,. PRECAST (2)t I (2)t 5931 10=0 1moo W000 a'-0' 2'-e' FRGAST (L4 (i)t 420 loom Bin W000 4'-6' 3'-2' PRECAST (L 2 2 3211 9161 092 620M 4'-V Y-4' 1 (2)4 2S44 MR 6049 RAPT a H' 4-0` R+ECAST 0) 5 45e 6431 477 Ill S, All 4'-6'PRECAST (2)5. ) 3T3 S015 3600 MSO 6'-4 a-% PRECAST (2)14 (2)2 4115 4115 29W "I 6'-6 5.2' PRECAST QP4 (212 3934 3934 2BI0 451 6'-B 5.4' PRECAST (L r4 (2)2 SIPS 3Ta 2653 %e 7-6 le-2' 1 PRECAST a) 14 (i)t 2911 291l 2030 3060 1--B 6'-4' 1 PRECAST G)14 (2) `2 21W 2796 ISIN Die 6'-0 6'R' PRECAST (L14 2Dt 2551 2651 1194 2102 B'-4 T-V PRCAST (2)14 (2)n ass 23W 1boo 2506 9'-4 BED' PRECAST RP4 (2)2 PL9 PSIS 1T% 2065 Vlli 9-T FROA57 (2)'4 0)`1 1621 1621 941 16le E'-4 10-0' PRECAST (L5 (2)g 1455 1455 Ise 504 -1.10-8" PRECAST WS Mie 1335 DEe WDie B'-6 II-2' FRECA91 (2) is Dal p51 634 690 B'-4 12 -0' PRECAST G) 5 (2) s IK4 1K4 545 1129 11 12-e' PRECAST (V IS U)g m 1066 4B6 1012 K'-B 5 4' FRESTRESSED (2-14 (2)R An K5 451 902 11 14-0" FRE57RESSED (Z)N OUT 1231 Ud 4n 823 IT-4 I6-0' FREFFSEMD (L•4 G)R 9% 993 M 641 RG4 IB-0° RKE5TRE65EC lrz)g (11g _ 185 T85 NIO 518 20-0 PiiE5TRE65Ep lD5 (L9 T19 T29 AS Are 21'-b 4,1 g 42 10 20B' ETB 39 24'-m 1 22' a' 1 PRESTRESSED 1 (1)le 4B1 4B1 16l 330 TABLE N0. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LINTEL LETWIH CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY (CAN.(115U GRAVTT CAPACITY (Ird(Ift UPLIFT CAPADNY (AL(M0U UPLIFT CAPACITY (IJ'SLfV5.1 EOIIOM BAR TOP BAR (2) C (2) 1-6 1'-1' PRECAST O)t (2)t 1Z6 da00. 10 0 1090o 4.0 2-0' PRECAST MCI (2)4 MCI laws 10000 1 O 4 6 3'-T PRECAST (2)t 0)2 414 10000 M41 IVAWD 4 e 3.4' PREc4dt (D 2 (2) 2 3113 I¢¢O0 1830 1=0 6 4 4'-0. PRECAST (2)5 (2)t RA9 Imse, 5138 woo 010 4'-6' MEC46T (2)in ('tit Seib 51PA ASO S244 6 4 5'-V CAST S) "4 (2J t 61B2 6152 Sell 142 6 6 5'-2' RECAST (2) `4 (2)t lees 6Tv0 %45 bell 6 a 6'.4, PRECAST (2)N (2)2 656 NMI 3441 6124 1 6 6'-9' RECAST (2) "4 ) 4312 43I2 2636 am t CABi MN 4099 NORM 25M Z82 5'-0' b'-B' RECAST (2) N (a) 2 3130 3130 221E 38a9 e'-4' T-0' PIEOABI M"4 3420 SASS, 2VIS 3561 9-4. 1'-0. PRECAST M "4 ) 2134 21M so 25W 10'-6' 9'-2- PRECAST (2)N (2) 2211 2211 1233 2259 11'-4' 10'-0' PRECAST Me (2J g I%4 all 1031 2009 12'-0' 10'-B' PRECAST (2)5 (2 g 1119 Yii9 So 1525 PREOABT (2)5 (2)1 1661 561 WB 1101 13'-4' N'-m' cA6T (US (2)9 eon Ran In PAPA WES- V-B' CAST (L 5 O s 1I 1%9. b:b 1323 14'-1" 1V4 FiRE5TRE6 (21N (Dt IB93 533 1 1131 1S.4" 14'-0' 6TRE66Ep (2)N 2)t 1124 M4 MO 56 11'7 16'.0' R 57R 5 Ep (LN (2)t 133 530 An M4 19'-4' IB'-0' Fi¢6TRE6 p (215 2) 053 W63 DS4 N9 20.0 Ib 5' PTESTRES BEp (U5 (L5 919 919 312 65 21.4 200' �nrutRap (L5 2 5 W2 %2 113 MO 0PV 20-5' PRESTRESSED (215 (2)5 Tel 191 161 59T 24.0 rzrz a' PRE5TRE8 P (2J5 2 669 689 2B. ASS TABLE No. 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY (0)5L(V5U GRAVITY CAPACITY (IRE(115U UPLIFT CAPACITY (IOSL(U5U UPLIFT CAPACITY (U5LONU ACTION BAR TOPSep R-0 -6 P C (2 100CID OmO 0 I 0 3 6' 212' PRECAST (2)I Cole S361 tome, W000 10W0 PRECAST (2)R COV him 100D0 loom W0ID0 4.V 3' -V PRECAST C)R 2 t B014 Iomo OmO 4-e 3.4' PRECAST (TIRE Able lo00o %29 lal 5 4 4'-0 PRECAST (2)lS of) le lead lows R151 Woo, 5 w 4' -V PRECAST 0)5 b231 100D0 5136 WDLD 6'-4' 5'.9 PRECAST (2)"4 R Von 0000 4154 9490 6 6 5'-iV PRECAST (2)N h B5B9 lopoo 4981 898 6 B H-4' PRECAST [2JN BII4 BR 4231 ND0 l6 6'-2' PRECAST (21N R &US 6416 n42 6411 18 6'-4' PRECAST (2)N (LPL Ewe 6024 3O% ow -1. PRECAST 0)4 6361 Mel 203 Has 8'-4' 1 V-0' 1 PRECAST (V Re 1R 4331 AMD eel Solo 9'-4' 1 6'-0' 1 PRECAST (21N 3126 3126 IW2 %Ee V-2' 1 PROA5T 0)% )R 2931 29a1 1520 3025 10'-0' PRECAST a)5 5 2553 Z553 919 2604 12'-V 10'-5' PRECAST (2)5 IS 2305 2305 Me Ont 12'-6- II'-T PRECAST (2)5 5 2141 2141 WO 2m3a B'-4' 11'-0' PRECAST (2)5 ) 926 1926 AS e11 14'=0' 12 -W PRECAST O2 g 110 Ti15 V1 16.35 14'-a' 13'H' % (2)N Ore 230 653 Me 15'4' 1 PRESTREMID (2)N R 2136 T36 me lilt I1'4' 16'-0' PRESTRESSED (2)N 16eo 1650 464 Sle m V ID 0' PRESTRESSED O 5 g 12115 12115 311 135 200' 10'B PR6TRE%ED (L5 9 1219 129 39T be 6e6 ZI-4' 20-0' PRESTRESSED (215 9 IM2 1062 304 601 22-0' 10.8 PRESTRESSED 0)5 d9 994 994 205 565 24.0' 23-8 PRE6IRE%EP (2)5 5 824 324 let 413 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 28" COMPOSITE LINTELS LINTEL 151474 CLEAR SPAN LINTEL TYPE LINTEL STEEL GFANTY CAPACITT (OABL (IA50 GRAVITY CAPXn (Un (65513 UPLIFT CAPACITY (U5L GIRL UPLIFT CAPACITY ln5L (26U POR0r1 BAR 70P EAR 0 1 3 6• 2 V FIREGA6T L 9 Ism W000 lomy sees `P_V 2-11 PRECAST (Lt (2)2 1916 rm 10000 NEW 3-T PRCABi (La (LPL 60Z 1=0 Iomo IOmv 4pa 3i=Y Fr i (Dt (2)2 Mot 16000 1000o mom 54' 4'.0 ni w 5 (2) T MIT 10000 83 5 10000 6 W' 4'-6' PRECAST (L 5 (2) 2 TB81 10900 6806 US" 6-4' S'�' PRECAST 0P4 (rz)t 100D0 16OD0 5041 WaAO 6'E' 5'-2' PRECAST (2P4 (2)2 10om 1=0 531E mi 6'4 a'-4- PRECAST lLN (2)o 9638 loom, Bob IOmO 6'-2' PRECAST (D 14 (2) 2 1405 996T Sea LAID 6'-4' C43T (2214 (2)2 1054 9165 %61 leas 8-0' e'-6' PRECAST M•4 (21t 641, leel MZO 6661 0'-4` T-ID' PRECAST (D •4 _Cl) t 6Es4 6933 W1 4091 V-4' B'-0' PRECAST (L'4 (Dt 4MI mho 7MR, 4140 10'-6' 9'-T PRECAST (V -4 lD2 3516 3544 lees 3663 11 .4' 10'-0' PRECAST (D 5 (2) 5 3290 32w 1521 30 0 12 0 10'-B' FRCASi (D5 2%5 2985 B36 21m "' II-2' PRECAST (D5 (V-3 2115 TIa 12n 2499 B 4 W-V FRCABi (2)5 (L5 2416 2416 W69 216E la V Ill PRCAST f2)5 fa)5 2216 2216 931 1941 14-5- B'-4- RENRO P SON 2811 2511 116 PAST 15 4- K'-0' PRE£ SSED 1 mlP 2616 2616 663 all Il 4' K'-S, FR611E66FP M14 ) 2023 2023 55 CE? -V FR�LFE%ED (D5 (21g 1601 16W 45 81B 20 V a'-s' Frff5TREE8ED fL 5 12) g 1496 1496 385 169 21.4 20'-0' FRESTRE%Ep (L 5 (L S 1305 1905 338 669 22.0 20'-8' �61RE65Ep f2)5 (2J9 laa2 @22 3n le29 24 0 2Zb` FRE91R6-BGED (1)5 (2)5 1014 1014 266 5Y1 TABLE NO, 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X G•' LINTELS LINTEL LENGTH CLEAR LINTEL TYPE LNEL STEEL PLAN GRAVITY CAPACITY GRAVITY CAPACITY (OY5L (InU GRAVITY CAPACITY (L'5L (In UPLIFT CAPAOTI' (OIL 0V will CAPACRY (Ve, (MU SPAN EDITION BAR TOP BAR 2135 No 9141 4 w 4 3ro I'-P FRECAbi ) 16U IW5 DOD 24W 24M 4 V 2-5' PRECAST ) (2)t 113T We 1416 PIGS 1068 4 6' 9-1. PRECAST Olt 151 151 14M 459 48' 3-4' PRECAST "` (2)t 506 "I loll lees ow 5 4' 4 0' RECAST 669 Me W 1114 IN Fall 4 W PRECAST W5 (2) `2 Oil 005 an MO 966 e 4' 6 0' PRECAST (11t 4 t41 TAT T5 B52 6 6' IS T PRECAST 416 5 T19 tb 820 6 e' 6J' PRCA91 2 q66 699 699 609 1°0 ITS, b 1' REGA61 ( 2 6 me Me 661 T 9 6.4 PRtp61 (2)1 3S Doe 560 az 641 8 0 -a' 'LAIR On %3 Me NO A57 9 -4' T-O' FRELA01 (Lt 334 411 0 9.4 B0' FRELA01 (2)t 1E6 430 4% 370 494 W d+' 9.2 PRECAST 2)"4 (2)2 2IS 3m 312 299 413 II4 10.0' PRECAST L5 ONn 21B 310 SAS 199 936 VIEW 10.51 PRECAST f 5 (L IS 201 2W 262 Me 315 II 6. II 1' PRECAST (2)5 1so 143 243 1ST 2% 134 12 -V PRECAST ()5 51 M Me 130 ISO 14 0 C V PRECAST Me A 11le 50 51 W3 15l TABLE No. 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" RECESS DOOR HEADER LNEL EIRI 11E5 SPAN LINTEL TYPE LINTEL STEEL uNPILLEp GRAVITY CAPACITY GRAVITY CAPACITY (h5L (Deu GRAVITY CAPACITY On. fUSU UPLIFT CAPACITY Gnu (Inn UPLIFT CAPACITY (IMF. (2A U BOTTOM BAR TOP BAR 34 '-4 PRECAST 11 169 69 3 3 4' -V 2-8" CAST 0)R (2) IBI UPS 145 F%3 3863 -2' 2'-10, Fetcher (2) 2 (L IS I" D20 BID ITS 119 4' -A 3' -0' PRECAST (2) `2 (1)IS %3 Fee 12M 15% 159b 4'1' 3 Fill (Lt (2)1 B06 Wd ON one 15% 4-4- PRECAST 0)0 2 09B SAO ail ImA loll 6'-5' S-4 '' PRECAST (L"4 45B he 693 6B5 ISO 1-B' 6'-1. PRECAST O) N O 35 5" Me 499 641 B'-B' 1.4' PRECAST (eN (LPL 316 460 as 316 546 -1. Pit i (L N (1 213 45 !B 411 44 25. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3, MA60NRY: 3:1, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE MASONRY A550CIATION AND ACI 530-05. 3.2. MINIMUM MASONRY UNIT STRENGTH: bin 1500 PSI. 3.3. MOR74R SHALL BE TYPE 5. 4, STRUCTURAL. 4 , SAFE LOAD VALUES ARE 5A5ED ON LINTEL5 HAVING A BEARING OP 5' (WITH A MINIMUM ACCEPTABLE BEARING OF 4' PER FLORIC A BUILDING GODr RESIDENTIAL, 6TH EDITION (2011), SECTION R606.14 OR FLORIDA BUILDING CODE RE3IDENTIAL, 5TH EDITION (2014), 5ECTION 2104.15 A-{1) #5 CONTINUOUS x-B"X16a KNOCKOUT BLOCK TW BNB SEE SQIEDULE �(1) /s cDnnnuous STIRRUPS AT 4'-0* 4s OR MELDED) M BAR CIEDULE (PRECAST) 8/16-S-(1) .#6/(1) #5 PRECAST ��LHg9 �(1) #5 CONTINUOUS 'f6� ra"X16" KNOCKOUT BLOCK JIV) BARS: SCHEDULE #5 CONTINUOUS 'ON RR�U�; T 4'-O" ee (2) STRANDS 7/161 7 �E STRE'SS RELIEVED �wl PRESTRESSED 8/18-S-0) PA1) #5 PRESTRESSED E1k� TABLE N. 6 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 32" COMPOSITE LINTELS LNiEL LENGTH CLEAR BRAN LINTEL TYPE LINTEL 61EEL GRAVITY CAPACITY (DID(PeU GRAVTY C.APACItt (IGMO(UBU UPLIFT CAPACITr (110 n15U UPLIFl CAPACITY (IXL(M 00II51 POPTCP BAR I I' -V PRECA57 ON 2 Val Psi lows, 10om 1-1. 1'-T PRECAST R/R 1 W" W" 10000 10om 4 0' 1'-0' PRECAST (LPL (2)V MM W000 10000 1cow 4-6' 3'-2' FPSCA57 0A (1)R Selo EDDOpi l0000 Imppa 40 3'4 PRECAST f21R (LPL 6364 00 10000 10om 5 4' 4' -V CAST (Lg (1/R WOOD "I bell 1COW 510' 4'-6' PRECAST S)2 (LPL EMS isle loom 6'-4' 9'-0' PRECAST (2)N (LPL fool WOO 6529 Wo00 6'-1. 5.2' FECA01 (LN (2)e BOOD woo 655 loom 6'-6' S'-p' PREGA6T (2)N (1Tt 10000 10000 Shc 10000 T-6' 6'.2'PRECAST (2)N (2)1 Mel IW o 4455 dab 11-1. 6'-1. RECAST G)N p212 6111 m00 R40 hPI 1'1' 6'-F PRECAST (LN (2) 1436 moo SB53 1121 5'-4' T-V PRECAST (2) N U) 2 6194 10000 Me _ Ill 9-4' V. RECAST (2)N (2) le MOB bM3 l :501 W'L' 9'-2' RECAST (2)N (11t 4056 5043 2094 4348 lF-4' R-0' CART (2)5 (On RSI KAI 1163 953 12'-V 1DE' I FfEOA61 We (11g SIPS SIPS But 8110 W-W II'-2''-0 FfECAST G)5 3412 31111 1411 a 13-d I2' PfEGA4T (2)5 {1)g 2e9- 299- 1216 2516 14.0 @'-8' FTEGA6T lD5 Ma 2131 1131 lose 226V W-V 3'4- FRIMER%ED (2)N 31 :3 149 1IS,4' la'-0' PRESTRESSED PON M 12 P#5 2945 663 I%6 n4' 16'-0' PRESTRESSED f2)N (LPL 22e0 22W 512 1035 EA4' 16-0' PREBTR%ED (2)5 115 PIPS 1813 416 844 20.0' IB'-B' PRESTRESSED (215 (1)5 1609 Ile% 391 155 21 .4 20'-0' PRESTRESSED (2)5 (Vs 1413 1413 MB 691 21-D 2D'-9' 9 SS 1115 (112 4 24.0 22'-a' PR01R,B0ED (R)9 ( ) 141 1141 114 b44 TABLE No. 8 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14" COMPOSITE LINTELS LINTEL �'TM CLEAR SPAN LNIELTYFE LIMEL STEEL GRAVTY CAPACITY (OA6L fI GRAVITY CAPACITY 129E (I151 UPLIFT CAPACITY (IML N5U UPLIFT CAPACITY (IML (2ARl BOTTOM BAR TOP R4R �. FRCA6i f1)^. W14 IfNOD IOm6D 1moo 4.V 2.2, FPEDAST fat (2)t Mel sell 1440 1moo 4.6' 3' -T CART f2/1 (2)C P41 10M 5611 E28 4'd' 3'-4' PRECAST (2)2 (LPL %Po 131 51D0 1216 5.4' 4-V CAST (2)5 01 411 44n 3169 4890 610' 4-B' LAST (L9 (Lt 994464 906 9566 6'-4' S-V RECAST (2)'4 fLR 3038 3a %39 5118 I-V 5-T PRECAST fLN(V Ile 3%1 2881 b-B' 5 4' CAST 1214 2796 aT B SIN 2169 %% IMS 6-S PRECAST (2Y4 (LPL 09D 219D n19 2309 RECAST (LN 2108 Coe I64b ZVI bIr _ 6-F PRECAST W)N 1961 PRIG 14% 105E aJ' 1'-V PRECAST (Erb 1829 Be- 363 hl8 9'-4- B'EV CAST (L •d (2) `2 I11 151 4 1591 RECAST (LN (2)"1 1166 1186 1 1324 D-4' 10-m' PRECAST (2) Is ISO 1130 616 1151 12.V l 6' B-4' 140' 10.8' 11' V 12.0' 12-B' CABt PRECAST RECAST RECAST (2)s IV$ (2)5 (3)5 12)g (Lg (21g I04 to 99 sit 0 Me to SR B94 641 Abe 414 loll 26 S35 Me TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14" RECESS DOOR HEADER LINTEL al CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAYnY CAPACITY UV5L(M`%1 GRAVITY CAPACITY (WL(D'60 UPLIFT CAPACITY 6J5L(1A5U UPLIFT CAPACITY (I5LO1u SoTicir SAR TOP BAR 3-5 2- RE T 0 10000 998 10000 4'-0' 2EW CAST fL2 (LPL %51 10000 1440 -Doom 4'-1' 2'-10' RECAST (112 (1)R 3906 9156 64 4D 10 moo RECAST (L4 (1)R 3S,00 5053 40 3'-P CAST fL2 fd)R 259 6291 5150 RI6 B-B 4'-4 PRECAST (2)g L %14 B010 8411 104 b-a 5'-4- PRECAST (2)14 2 " 2Iae 21% 2259 2B% CAST (2)4 2108 a09 2W8 00 1645 1241 DO bd 1'-4' CAST 0)14 a 9'-9" 0'-4- PRECAST (2J4 -7PI 55 Kee 914 Bob P:1 51, ve A R C H I T E C T S 3.443. N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � �III"IIIII Llvvoovovoo� SUDDiv at LOT: OAKLAND LAKE (LOT #23) MODEL• 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: LINTEL LOADS & DETAILS ARCHrrECT- STATE OF FLONDA *44Y ID 6' I/ATE: 5 /7 /18 9HCAI6E: 1/4"=1'-0" 5-(1) e5/n) ik5 SEET r r6 I OF 9 SQ.FT. CALC.'S IST FLR. LIVING 2ND FLR LIVING GARAGE e20 1;-15 444 SQ. FT. 50. FT. SQ. FT. TOTAL LIVING ENTRY LANAI 2,63E 65 100 50. FT. SQ. FT. SQ. FT. TOTAL 2004 50. FT. CU151C VOLUME LIVING18,204 60. FT. IB/ISNS��:�l ................................ 8'-8' BRCS. NON-BRG. WALL OOMPOI W AND OLADDm W D LOADS BASIC WIND EIPOBUFE FOR S SEOOPD OU918 CALL • AOE DESIGNATION ZONE 180 APH VMD WUM HST 1 112 16 -01 x 1-0' 192' 84' 5 233 / - 283 Oww 2 20 30" OR 36' 80' 4 26.4 / - 28.1 3 35 33 25-SH 38' 63' 5 26:1 / - 352 4 33 25-SH 38' 63, 5 26.1 / - 352 5 33 25-SH 38' 63, 4 26:1 / - 231 6 42 5068 Sw 14' 80' 4 25J / - 2T.4 l 10 23-W 38' 38' 4 31.6/ - 343 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT-160 / VASO.116 MPH 5. INTERNAL PRESSURE COEFFICENT-+ .I8 C. RISK CATEGORY -TYPE II EXPOSURE CATEGORY C NOTE - VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vul! DESIGN WIND SPEED. FBCR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO 5E MULTIPLIED 5Y 0.6 TO MEET THE ALLOWA51-9 OR NOMINAL TESTED VALUES USED 5Y PRODUCT MANUFACTURERS - NOTE; L PRIOR TO DRYWALL INSTALLATION ON ALL FRAMN3 MEMBERS 2'-0' FROM THE PINISN FLOOR WILL 5E SPRAYED AND TREATED W1'15ORATE' A TEFMITE TREATED SPRAY 2xa u = 3 I/2° op m CABINET SECTION a a b FIRST FLOOR ]PLAN SCALE. 1/4 - I'-0' ELEVATfON'5' A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA N: 0003325 r � �miunn �e�ooeooeog IM SUBDIV. & LOT:OAKLAND LAKE (LOT #23) ODEL: 2195 ('VERSION#00) PROJECT#: 2784.000 00023 PAGE: FIRST FLOOR PLAN ARC HRECT. STATE OF FLONDA D t!: 6/1/18 *dAr E: 1/4"=1'-0" 4 OF 9 SQ.FT. CAM'S 1ST FLR. LIVIWj 2ND FLR. LIVING 1320 1,215 50. FT. SQ. PT. TOTAL LIVING ENTRY GARAGE LANAI 2,IS5 ro5 444 100 SQ. FT. SQ. FT. SQ. PT. $0. FT. TOTAL 2004 50. PT. WALL LEGEND ................................ 8'-8' BRCS. COUPONISIC AND CLADDING WIND LOADS BASIC WIND EXPOSURE FOR 3 SECOND OU818 CALL 4 8OUAM WKM wwmsm ZONE 1BO lIP fl WIND WEIM �{T DESIGNATION I 112 16 -0O x 1-0' IS2' 84' 5 233 / - 283 Hw 2 20 3066 DR 36' MR 4 26A / - 28.1 3 35 33 25-614 38' 63' 5 261 / - 352 4 33 25-SH 36, 63, 5 261 / - 352 5 33 25-SH 38' 63, 4 26.1 / - Al 6 42 ND" SGD 14' 80' 4 25.I / - 21.4 1 10 23-SH 38' 38' 4 31.6/ - 343 RR WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT060 / VAS0.II6 MPH B. INTI=DIAL 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. PBCR, 6TH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 016 TO MEET THE ALLOWABLE OR NOMINAL. TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: L PRIOR TO DRTWALL INSTALLATION ON ALL FRAMING MEMBERS 2'-V' FROM THE FINISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERMITE TREATED SPRAY 3 1/2" 2' - 011 N 0131- TOP PLATE � N m 20 WOOD FRAMED •16,= CABINET SECTION a d s FIRST FLOOR PLAN SCALE: 1/4 a I'-0' ELEVATION'S' A R C H IT E C T S Design Grou Inc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r @Illlllllfl ��ecaoaemomg E 8 E O C SvsDIV. 8e LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: FIRST FLOOR PLAN ARCHrrECT- STATE OF FLORIDA tk 0 ?Z._ D i�TE: 5 /7 /18 SCALE: 1/4"=1'-0" 1 SHEET 4 OF 9 OOLVO EW AM OLAMM WILD LOADS MW WID EXPOSURE FOR 3 aEOOFD CUM mum wnmam CALL i � DE GMT014 Zoe 00 kni WID VWr H HEIGHT I 15 EGRESSMl- 36' 61' 4 263 / -292 IA 15 31 f 2E� 12' 61' 4 25b / -28.0 2 25 8 2026-FG 24' 30' 4 lib / -30.0 3 35 15 36' 61' 4 26.9 / -292 EGRESS 4 15 36' 61' 5 26.9 / -355 EGRESS 5 15 3MI-� 36' 61' 4 26.9 J -292 EGRESS, TEMP 6 15 EW 36' 61' 5 263 / -355 GRESS 3051- 1 15 TEMP 36' 61' 4 I 26.9 / -292 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT-160 / VA60=116 MPH 5. INTERNAL PRESSURE COEFFICENT=+ .18 C. RISK CATEGORY=TYPE II EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS t CLADDING PRESSURE ARE BASED ON THE Wit DESIGN WIND SPEED. FBCR, 6TI4 ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0:6 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: L PRIOR TO DRYWALL INSTALLATION ON ALL PWWs MEMBERS 2'-0' FROM TI-E PNIS14 FLOOR LULL BE SPRAYED AND TREATED W/ 'BORATE' A TERMITE TREATED SPRAY O EGRESS BEDROOM #3 N % I0'-4'xll'-10' 8'-0' CLCL 0/1 11-511 r IR-ISH D5L '-11 1/2J IrA 61 12' -10" m BEDROOM #2 W.C.X12'-2. 8'-0' CL& 3051-SH EGRESS 3B F ROOF LINE SEL.OW 1 40'-0" 2'-4' v 10'-4' I 14'-10° I I O � I 3051-SH EGRESS ��. TEMP 0 Ro-I I ® mVr,,5 BEDROOM #4 110'_0'xll'-18' 0' CLc%4-4' '-4' v S 1/2" II III I � ry.� �i I I �• I I I �• I � L-----�L-----� cry T N F- I I�f✓ I ti� ' — - o'- ' I W.I.C. I T ti�0 I@ 8'-0' I I �I I� r.r101 LOFT 10'-2'xll'-10' 4'-6" 42' KNEEWALL W/ WD. CAP Elm, OWNERS SUITE 13'-10' x 15'-O' 8'-0' CL& 0�t 14'-4" I I �' I ASS l2) 3051-SH IB EGRESS - — — — _ — — — — — —ROOF LINE BELOIUJ L — —- 10'-0" 3'-5' 10'-4" 10'-4" 19'-4" 20'-5" 0 SECOND F LOOR%, ]PLAN SCALE:: 1/4 a I'-V' ELEVATION'S' 4X6 A R C H I T E C T S 6 Design Group ���. PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �nuann ��eamommomeg E 8 E C SXYBDIV. 8e LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: SECOND FLOOR PLAN ARCHrrECT. STATE OF FLORDA DATE: 5 /7 /1$ SCALE: 1/4"=1'-0" SHEET .1oF 9 FRONT ENTRY ATTIC VENT CALCS AREA OF ATTIC 67KIT. NET FREE VENTILATION AREA REQTJH 1 150 0.45 KIT, REQUIRED VENTILATION AREA (0.45 x 1") 04.3 1411. SOFFIT VENT VENTILATION PER LF 11.74 24DE/Lf REQUIRED LF OF SOFFIT VENTILATION 6 LF PROVIDED LF OF SOFFIT VENTILATION 11 LF ATTIC VENT CALCS A OF ATTIC 131434FP. NET FREE VENTILATION AREA REQUUM 1 300) 4.36 84F REQUIRED VENTILATION AREA 4.38 x 144) 53f17 S%I f. MIN. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 x 630.7) 915 4 SQ IR. OFF RIDGE VENTILATION AREA U5 340L%1®R' SOFFIT VENT VENTILATION PER LF 11.74 *OF. TOTAL # OF VENTS REQUIRED E74 TOTAL # OF VENTS PROVIDED 3 REQUIRED SQIN VENTILATION IN TOP OF ROOF 315 Smut. REQUIRED IF OF SOFFIT VENTILATION 27 LF PROVIDED IF OF SOFFIT VENTILATION 130 LF LANAI ATTIC VENT CALCS OF ATTIC 10034FC NET FREE VENTILATION AREA REQUIRED 1 150) 0.07 3Q.FT. REQUIRED VENTILATION AREA 0.67 x 144 85.0 43. SOFFIT VENT VENTILATION PER IF 11.74 SWIL/IF REQUIRED LF OF SOFFIT VENTILATION 9 LF PROVIDED LF OF SOFFIT VENTILATION 30 LF ROOF 54WILES 12'44' DECO LOUVER SHUTTER W/ 4' RAISED BAND SCORED LINE 12 (TYP) 5 . - • c— — o ii c— z .— TFXTLMD C.EMTITIOUSe o 18'X63'DEGO • - - .CAI _ —T-- 12 5 ME IEEE imi E1111,0111 SCOLD LINE (TYR) ,CIS'-0 3/4' BRCS. HGT. -0 3/4" HDR NCst. 1'-0" IB'X60' DECO LOUVER 54UTTER TEXTURED CEMENTITIOUS COATING: PER (A61M C926)(TYP) - _ o10'-0 3/4" 2ND F.F. 0'-8" BRCS. WaT. HDR. HGT. II II III I ,I'_0° IN i lal ii i�i �i �i ii lm Ell iIn! 1� FRONT ELEVATION .- . ELEVATION- ROOF S41NGsLEB (TYP) OFF -RIDGE VENT IS'-0 3/4" 5RS. HGT, 18'-0 3/4" BRCx. HGT. I-V-0 3/4' HDR. HGT. _ _ - _--_ - - - _ - - - - — aj-V-0 3/4' HDR. HGT. C 0 CJ. J. TEXTURED CEMENTITIO; COATING: PER (ASTM r C926) (tYP) LA - I c —12- 10'-0 - - - _ _-0 0'-0 3/4" 2ND F.F. BRCS. HGT. - - - - - --- - - - -�- - _ 8'-8" BRCx. HGT. fo'-8" HDR. HGT. �fo'-8" HDR. HGT. - -fir - - - - - TEXTURED CEMENTITIOUS —TEXTURED CEMENTITIOUS GOATMCs PER (ASTM ? io COAtMGs PER (ASTM C926)ITYP r C926)(TYR) o 0 m -4- - - - - ---!-! _ ��—�L�J� -�I - --�C- - --- -- I--(�0' FIN. FLR - 1 REAR ELEVATION SCALE: 1/4 - F-0' ELEVATION 'B' rAR C H I T E C T S Desig Grou n Inc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �nnnun ��ecooeomom� SUHDIV. de LOT: OAKLAND LAKE (LOT #23) MODEL• 2195 (VERSION#00) PROJECT#: 2784.000/00023 PAGE: FRONT & REAR ELEVATIONS ARCHrrECT. STATE OF FLORIDA 0 Aft DATE: 5 /7 /18 SCALE: 1/4"=1'- 0" SHEET 5 OF 9 IS'-@ 3/4' IBR3 11'-0 3/4" HDR. NCst. L — — — — 1'. 12 5 I@'-@ 3/4' 2ND FF.r,, 8' -8' 5R3. HG T. _ HDR. HGSt.�— !'� �, — — r- @'-@" FIN. FLR. IS'-@ 3/4" BRCS. HGT. Nw I-1'-0 3/4" HDR HCst.12 — -- 8° 5 � 10-0 3/4" 2ND FF. ll 8'-&" BRCS. HGST.$ 8 6'-8" HDR. HCsT. 1'-@ @'-@" FIN. F1_R.*__ 12 5 OFF -RIDGE VENT ROOF SI•IINGLES MID) .18'-0 3/4" 5R3. + GT. �I-t'-@ 3/4' NPR. HGST. TEXTURED CEMENTITIOUD v RAISED BAND COATING FER (ASTM C G926)(TYR) —_ _ — _ _ _ _ _ ,�I@'-@ 3/4" 2ND F.F. W.B. —_ _ _ _ _ _ _ — �6'-8" HDR. HCsT. m <r TEXTURED CEMENTITIOUD COATING PER (ASTM 6' WIDE RAISED BAND C G926)(TYP) r -- — — — — — — — — — — — — — — --@ -@" FIN. FLR. — -. s s : i lk LEFT ELEVATION SCALE: 1/4 = 1'-0' ELEVATION'S' 5 OFF -RIDGE VENT ■ TEXTURED CEMENTITIO� COATING PER (ASTrf r C926) (TYR) ----------------------- TEXTURED GEMENTITIO� COATING PER (ABTM C C926) (TYP) RIGHT ELEVATION SCALE: 1/4 = 1'-0' ELEVATION 'B' �r r- �18'-@ 3/4" BRG. HGST. ,L1-t'-0 3/4" HDR. HGsT. 12 5 o101-0 3/4" 2ND F.F. _ _1-8' -8' 5RG. HOST. HDR. HGsT. A R C H I T E C T S 4Design Group"Inc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 r � �III'lllll� �vvaov0000� E 8 9 E O C SU39 V. & LAT: OAKLAND LAKE (LOT #23) M0D&L: 2195 (VERSION#00) PROJECT#: 2784.000 00023 PAGE: LEFT & RIGHT ELEVATIONS ARCHrECT- STATE OF FLORIDA DATE: 5 /7 /18 SCALE: 1/4"=1'-O" SHEET 5 01 OF 9 CONNECTOR O 1uCT R SCHEDULE CHEDTLu CONTROL PATE: ml-@I-15 SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER META-I6 145ID LTA 16-I5 14ov (1) 1Old x I I/2' I -PLY, (6) 16d 2-PLY, CUSP: (10) OF X I Irz' - NO lad OPTION) (2) META-16 1985 (2) ETA 16 -IS 20@@ (I03 Icax I Irz" I -<x I PLY, (USP- 10F lad In', IE@0 ( 4) Ibd 2-PLY (U5P, NO 16d OPTION) HETA-16 1ISOHTA 16 1615 (9J 19d x I IQ' I -PLY, (W Ibd 2-PLY USP: (10) IIDd x I In',NO 16d OPTION HETA-20 1010 HTA 20 1015 (9) 1@d x I In' FRITY, (B) 16d 2-PLY USP- (10l Ipd n I Irz', NO 166 OPTION ElfZ (2) HETA-20 2036 (2J HTA-20 3IT0 No) IPd x 1 10' I -PLY USP (10) I@d x I Irz' 2500 (12) Ibd 2-PLY CUSP: NO 166 OPTION) 0 LGT-2 21SO LUGT-2 1915 (T) - 1/4' x 2 1/4' TITEN, 2 PLY (U5P. BLK (5.11/4' MC WOOD (16J IOd (n DETAL-20 2400 NO UBP CONVERSION FOR SIMPSON DETAL-20 (Ia) • Cai x 1 112, 1 PLY MGT 3965 MUST 400ID (1) S/0" A.T.R. IN HIGH STRENGTH EPDXY (MIR @' EMBED), (22) 10d TO WOOD (USP; (201 IOd TO WOOD) HG7-2 10900 HUG7-2 SB65 (2) 3/4' A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (6J Ipd TO WOOD (UBP: WOOD (a) 10d) HGT-3 10530 HUG1-3 8365 (2) 3/4' AT.R, IN HIGH STRENGTH EPDXY (MIN_ 12' EMBEP), 06) IOd TO WOOD (U$P: WOOD (a) I@d) LGT3-5DS2.5 L742 5265 1210 PARALLEL 1425 PERPENDIOULAR WALL To WALL TO LUGT-3 LPTA 6330 1556 (12J SDS I/4"x2 Irz' i0 GIRDER, (4J 3/0' x 6° TITEN HG TO WALL CUSP- GONG (4) 3/8" X 5' UEpGE BOL i, LLOOD fl2) IW25. CIS) IOd x 1-112, CUSP: CIO) 10d x I I/2" VGT 4940 NO USP CONVERSION FOR SIMPSON VGT (I) 5/0" A.T.R. IN HIGH STRENGTH EPDXY (MN. G' EMBED), fl6J-HD5 V4"X9" TO WOOD (2) VGT 1 JIBS NO U5P CONVERSION FOR SIMPSON (2) VGT) (2) 5/0' A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), f32)-SDB 1/4'X3' Mi5-12 100p MTW 12 1595 04) IOd x 1 Irz' CUSP: (14) IOd x 1 1/2" (14) IOC) Ht5-16 Ii10 HTW I6 1660 (IS) lad x 1 1/2" CUSP: (16) I0d x 1 I/2', (16) IIDd) HT6-20 1450 HTW 2@ 2045 (24) Feed x I In" (USP: f24) 10d x I In' (20) IOd) HTS-24 1450 HTW 24 2045 124' @d x I Irz' (USP: (24) 10d x I In', (20110d) LSTA-12 . Sib LSTA 12 510 (18D led USP: (IO) 10d L6TA-1a ++ 1235 LSTA 16 1360 (14) 104 USP: (14) IOd MSTA-18 .. 1315 MSTA-IB 1315 (14) 1@d USP: (14) 1@d conMSTA-24 M57A-24 .+ 1640 Il5@ (IBJ I@d USE, (IB) Imd 0- Q M674-30 « 2@00 MSTA-3@ 2140 (22) 1@d USP: (15) I@d < MSTA-36 •• 2050 META-36 2525 (26)@d U5P; (26) 1@d — N MSTI-36 3600 KBTI 236 0090 (36Y I@d x I IQ' U5P: (36) 10d x 1 In. MSTI-40 5065 KTSI 24a 4250 (48/ I@d xI IR' USP. CAST Tod x 1 1/2' H6 SO@ LETA 6 1595 (a) ad TO PLATES, (S) ad TO STUDS (USP: f16J Sd x I/2' <I6 ed) SPA bad SIFT 4 545 (6) lOO x 1 1/2" TO STUDS USP. (b) Ipd x 1 IR' TO STUDS 434 395 MP 24 410 (4) 30 x 1 1/2' TO BEAM, (4) ad x I In' TO POST_ USE, (4) ad x 11/2" TO BEAM, (4) ad x I VT' TO POST_ HCP2 645 HHCP 2 1010 (12) od x I V2" USP: (IID) IOd x 1 1/2' TO 7nS5, (I0) I0d X 1 /Y' TO PLATE HIOA 1340 RT I64 21a0 (IB) 1@d n 1 1/21, USP: (51 IOd x I In' TO MRJS5, (a) 10d X I In' TO PLATE YGT 4 HI 456E PLO 4A FOGG (I6) BD6 I/4 x3' TO WOOD, (10)-SDS 1/411x2 Irz' W/ THREADED ROD, (2) NUTS/WASHEW2 PLY U5P: 151 ATR MIN. 1' EMBED SET IN HIGH STRENGTH EPDXY, 00) WSW U W,, SCREWS YGT 4 HDTB 4540 FOX 10 5110 06)-6DS I/4 x3' TO WOOD (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUTS/UJ4S4ER/2PLY USR= 1/6" ATR MIN. T" EMBED SET IN HIGH STRENGTH EPDXY, (4) F/6" THRU-SOUS N 45U 44 ABU 66 LTTi9 •• 2200 2300 134@ 6665 12000 PAU 44 PAU 66 LT5 19 2535 2535 MOO 6T15 13915 (V 5/a" ATR IN HIGH STRENGTH EPDXY, (MIN. -I EMBEPI IN CONC-(12) 16d TO WOOD U5P: OAME AS SIMF50N (U 5/a" AYR IN HIGH STRENGTH EPDXY, (MIN T' EM5EP) IN CONC, (2)166 TO WOOD U5P: SAME AS $IMPSON (U 3/4' 4.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN GONG., (e)I0d TO ryYJOD USP: SAME 45 SIMPSON 0 S LTT205 ++. ISOO Lib 20B 1105 (I) In'A.T.R. IN HIGH STRENGTH EPDXY, (MIN. Y EMBED) IN CONC, (IIDJI@d TO WOOD USP: 3/4' ATR MIN T EMBED SET IN HIGH STRENGTH EPDXY CO) 10d, (10) 106 x 1 Irz", 2-In' (� Z HTT4 445 HHTT45 4465 ❑) 5/6" A.T.R IN HIGH STRENGTH EPDXY (MIN. T' EMBED) IN CONIC., (18) SOTO X I Irz" CUSP: (20) Ibd X 2-Irz, U6P HAS MORE NAIL OPTIONS, noW Ipd, (20) Ipd x I -in, (20) 16d x 2 IR" 'Q HTTS 509@ HTT45 5430 (1) 5/9" 4.7.R IN HIGH STRENGTH EPDXY (MIN. l' EMBED) IN CONQ, (20) 16d X 2 1/2" (USP (20) 16d X 2-16') US PAO MORE NAIL LOFT GAO: (28) iOd, (20) I@d x I-Irz', (ROl 166 x 2 IR' HHDIDII-8D5 29r HDTB IIAIO 6645 UPHO 11 TDX 10 12090 9110 1 (V I' A.T.R IN HIGH STRENGTH EPDXY (MIN, 10" EM@EOd IN CONC, (24) 5D8 n' x 2$" O,op SCREWS (U5P: (24) W53 WOOD SCREWS) (1) 1/0' AS, IN HIGH STRENGTH EPDXY, (MIN. T EMBED) IN CONIC (3) 2/4" STUD BOLTS TO WOOD (USP: (4) 7/0' BOLTS) N K META 356/1125 3415 5330 NFM35X12U 3165 1130 SIMPHEN'. (D 3/4' ATR IN HIGH STRENGTH EPDXY, (MN. 6.15" EMBEDMENT) IN CMll TOP, (V 3/4' AT.R 69 HIGH STRENGTH EPDXY, MIN. 6.T5' EMBEDMENT) IN CM1, FACE, (BAOd TO BEAM U5P (1) IR' J-BOLT W/ MINIMUM 6, EMBED. Y NOT LESS THAN 4' FROM EWE OF CONC W/ 5/4' DIA ITW RAMS€T/REDHEAD DYNA BOLT SLEEvE ANCHOR OR Ea, W/ MIN, 5' EMBED DEPTH INSTALLED IN THE FACE. w 0 HU5C412 (WOOD) 3635 2660 (FLR) HU04121F 3060 2530 (FLR) (IW 119d TO HEADER, (I@) Ibd TO WOOD USE, SAME 45 SIMPSON 3265 (ROOF) 3225 (ROOF) =Z HUC410 (CMW 1510 500a HD410 IF M05 S115 (16) 114' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) IOd TO WOOD: (USP: (I6) I/W x 3' UA;3 SCREWS, (10) 10d TO WOOD. HUC21p-2 (CMW 1010 5005 HD210-21F 1905 SITS (IB) I/4' x 2-3/4' TITEN (9 PER FLANGE) TO OMH (IID) 10d TO WOOD: (USE, (la.` ,4, x 3' UJ53 SCREWS, (10) I0d TO WOOD HUC21@-3 (CMU) 1810 400ID LOSS -SIP 1905 3175 fle) /d' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, 110) led TO WOOD: (USP- (IS) 1/4" x 3' W51 SCREWS, (10) 10d TO WOOD LGUM26-2-SDS 1430 5595 NO USP CONVER81@N FOR aIMPHON LGUM26-2-5DS (4) 3/9' x 4' TITEN HD ANCHORS (2 PER FLANGE) TO CMA (4) 1/4" X 2 Ip" 6D6 SCREWS TO WOOD HIGH STRENGTH EPDXY - SIMPSON 'SET EPDXY -TIE'. CONTACT THE ARCHITECTENGINEER OF RECORD FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR SIMILAR EPDXY PRODUCTS OR USP - CIA ADHESIVE ANCHORING SYSTEM$. + WHERE ANCHOR EMBEDMENT 15 GREATER THAN V' DEEP, THE VERTICAL CELL IN CTIU. WALL MUST BE FILLED SOLID W/ GROUT. - IOd COMMON NAILS CAN BE SUBSTITUTED WITH ea x I Irz' NAILS IN CONJUNCTION WITH A 23% REDUCTION IN THE ALLOWABLE LOAD. WRITTEN APPROVAL FROM THE ARCHITECT IS REQUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION. (n w rr MINIMUM EMBEDMENT INTO THE TOP OF A 5ONDBEAM WILL BE 5', MINIMUM EMBEDMENT INTO THE FOUNDATION WILL BE 1' F- OBECAUSE A.T.R. = A-30I ALL THREAD ROD (SIZE, PROTECTION TYPE, LENGTH, ETC. VARIES) OF THE WIDE VARIETY OF MATERIALS, LOCATGNS, AND COND?IO l5 THAT :MAY AFFECT CONNECTORS, NI CONTRACTOR TWIST BE RESPONSIBLE FOR NAK!NG SURE THAT THE PROPER CORROSION PROTECTION B USED, WHEN USING STAINLESS STEEL GOMiEGTORS, USE STAINLESS STEEL FASTENERS, WHEN USING ZMAX i HDG G4LNAHIZED Cf7dNECTOR$ USE FASTENERS GALVANIZED PER AOTM-AGG USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL BASIS AND M.:61` HAVE WRITTEN APPROVF"•L FROM THE ARCH' cCT: ENGINEER OF RECORD PRIOR TO USE. ALL CONNECTOR VALUES BASED ON SIMPSON "WOOD CONSTRUCTON CONNECTORS C-2013' , 'HIGH WIND -RESISTANT CONSTRUCTION C-HWD9, AND ANCHORING 4 FASTENING SYSTEMS FOR CONCRETE 4 N49ONRY CATALOG G-045-2012. 2 x 12 (•2 SYP) IA6' OSB (TYP.) NAIL (3) 12d • 6'-B' O.C. TYP. 2x12 M./HDR. ® ENTRY MINIMUM WALL AND HEADER STUD REQUIREMENTS MAXIMUM HEADER OPAN (ft.) UP To 5'-0' TO W-m, UN.O. 4'-II In' T_p IR' AND UP NUMEE R OF HEADER STUDS 8U1`*1= ING END OF HEADER I 2 3 NUMBER OF FULL LENGTH STUDS 2 AT EACH END of HEADER 1 3 FRAMING NOTES: 1. HURRICANE STRAPS TO BE MANUFACTURED BYSIMPSON 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'A' MIN. FROM 2ND. FLR. LINE FAA J2 D2G Di DI LL LL LL LL LL LL LL DI Ir I I I I I I I I I I I I Tl l J1 J2 3 LU LL LL LL LL II II II II II II II III II II I I IIII�I II II II II II II IIII II II II II II II II II II II III I I I II II II II II II II III II II II I II II II II II II II IlLI i II II II II II I I II II II II II II II II II II`� II II �I I II II II II \� II II II II II II II II II II II I I II II II II II II II II II � II I II II II II I I I I I I I I I y J II I I I I I I IIIIII IIIII IIII IIIIII iIIiIITRIMS IIII II II IIIIII IIIIIIII II �— �� �l2) II II I I FL3 L ----- FL3 I---- - FL3 �L3= — — — — FL3E — _ — _ ■ �l E4 =_- �I Q E4 ==C = E3 ■ ESE — - BLOCK TO 2X4 'X' BRACING I FLi I _ II LBW FL13CIE (2) 2X8 L --------------- FL2 SSE TRUS TO DBLSTUD W/______ --(2)MTS-12 ----------- FL2 ■ FL2 ----------------- FL2 _ _ FL2 _____________ ■ FL2 (2) 2X6 LEDGER SECURED - _ _ _ _ _ _ _ — FL2 111#' X 6' LAG BOLTS W/ 2' n t = DIA. WASHER o EACH TRUSS,' _ _ _ _ - _ _ _ _ FLI I 24' O.G. MAX. II — —_ — — — — — — — — — — — — — — I — �LMEIEJ6- — — — — — — (2) META-16 _ M M m rn r n Ix4DIAGCNAL BTM. CHORD GABLE BRACING FIRST FLOOR FRAMING PLAN SCALE: 1/4 a I'-0' A R C H I T E C T S LONG WOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigtigroup.com AA #: 0003325 �ueNmi �oe�oo� I SiTBDIV. & LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT: 2784.000/00023 PAGE: FIRST FLOOR FRAMING PLAN ARCHITECT STATE OF FLORIDA DAT /: 5 /7 /18 ssc-Al-E! 1/4"=1'-0" SHEET 6 OF 9 �1 ® CONNECTOR 4 lUS1P 11111g1 IE C 6 V �j Kb ®III JI T O R SCHEDULE Aj E D I T �j ¶-1 CONTROL DATE: 01-0I-15 II OI III) 11111H1 SIMPSON DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER ME74-16 1450 HTA 16-16 1400 (1) 10d x I IIZ" I -PLY, (6) 166 2-PLY, (USE, (10) IOP X 112' - NO 16d OPTION) (2) ME74-16 1E55 (2) HTA 16-IS 2800 (IID, IIDd x 1/2" I -PLY, (USP- (10) 106 a I la,9 1BOO (14116d 2-PLT (USP. NO Ibd OPTION) HETA-16 SO ETA 16 1615 (5) I1 x 1 1/2' I -PLY, (a) 16d 2-PLY USP, (10) IOd x I V2', NO 16d OPTION HETA-20 ISO ETA 20 Vs (5910d x I Ill I -PLY, (a) 166 2-PLY USP: (10) IOF! x I I/J', NO 16d OPTION r �. Z (21 HETA-2ID 203D (2)HTA-20 91T0 (10) Icd x 11/2" -PLY USP: (10) IIDd x I IR' 2500 (12J'bd 2-PLY (USP: NO 16d OPTION) O LGT-2 21so LUGT-2 15191 (1) - i/4' x 2 I/4' TITEN, 2 PLY (UBP, ELK (5) 1/4' WB, WOOD (16) IOd DETAL-20 2480 NO USP CONI ER5101N FOR SIMI-SON DET4L-20 (16) - cd x I V2, I PLY MGT 3565 MUGT 470 O 6/e" AIR. IN HIGH 5TRENGTH EPDXT (MIN. 12' EMBED), (22) Od To WOOD N6P= (28) 10d TO WOOD) HGT-2 10900 HUGT-2 9365 (215/4' A.T.R. IN HIGH STRENGTH EPDXY IMIN. 12' EMBED), (I6) 1Od TO WOOD (USP- DODO (8) 10d) HGT-3 10630 HUGT-3 9365 (2} 3/4' A.I.R. IN HIGH 61RENGTH EPDXY (MIN 12' EMBED), (I6) IOd TO WOOD (U5P: WOOD (5) 10d) LGT3-SD82b 3255 LUGT-3 5330 (12) ops /4"x2 1/T TO GIRDER, (4) 3/B' x 5' TITEN HD TO WALL (U5P: CONC. (4) 3/V X 5' WEDGE BOLT, WOOD (12) W625) LT42 1210 PARALLEL TO WALL 1425 PERPENDICULAR TO WALL LPrA 1556 (IID) 10d x 1-112" (USP- (10) IOd x I W. VGT 4t40 NO USE CONVERSION FOR SIMPSON VGT (V 6/S' A.T.R. IN HIGH STRENGTH EPDXY (MIN I2' EMBED), (16J-8D5 V4"X3" TO WOOD (2) VGT1 Flat, f NO USE CONVERSION FOR SIMP50N (2i VGT) (2) 6/0' 4F.R IN HIGH STRENGTH EPDXY (MIN. R" EMBED), (32)-8D8 I/4'X3' / 2 PLT MTS-12 1000 MTW 12 1555 (14) 10d x 11/d' (USP, (14) 10d x I V811, (14) Iod) HT9-16 1150 HTW 16 1660 06) 10d x 1 1/2" (USP. (Ib) IOd x I IR', (16) I0d) H75-20 1450 HTW 20 2045 (24) OF x 12" (USP- (24)10d x I V2', (20) 10d) WTS-24 1450 HTW 24 2045 (241 Od x 1 ]i (USP: (24) IOd x I Irz', (20) 10d) LSTA-12 ♦ 925 LSTA 12 510 (10) Icd USP: (TO) 10d LSTA-15 ♦ 1235 L574 15 1360 (141 1 USP: (14) 10d META-15 rr 1315 MOTA-15 1315 (14) 10d USE: (14) 10d V) MOTA-24 « 1b40 MSTA-24 150 (I6) 10d USP: (Si IIDd d MOTA-30 ++ 2000 META-30 2140 (22) 10d U5P: (22) IOd Q 0 MSTA-36 ++ 2c60 META-36 2525 (26)10d USE, (26)I0d H M5T1-36 3500 K5T1 236 3090 (36) 10d x I IQ' USE. (36) 10d x I I/2' V) M571-48 5065 KT51 246 4250 (46) 106 n 1 Irz' USP: (48) OF x 1 1/2" H6 S50 LETA 6 1555 151 bd TO PLATES, (6) ad TO STUDS (USP CIS, Ed, 1 V2', (16) Bd) SPA am SPT 4 945 (6} 1 x 1 1/2" TO STUDS USP. (6) ]Od x 1 1/2' TO STUDS 434 395 MP 34 410 (41 BP' x 1 1/2" TO BEAM, (4) 56 x 1 I/2" TO POST. U5P: (4) ad! x I Ii TO BEAM, (4) 86 x 1 1/2' TO POST. HCP2 645 FLOP 2 1010 112) IOd x 1 1/2" U5P: (10) 111 x 1 1/2' TO TRUS5, (10) 10d X I V2' TO PLATE H104 134C RE 164 2100 (Is) 10d x 1 1/2" U5P: (W IOd x I @' TO TRU55, (8) ]Od X 1 10' TO PLATE VGT 1 HDU4 4065 PHD 44 4030 (I6)-ODS 1/4"x3' TO WOOD, (10)-SD6 I/Ax2 lX' W/ THREADED ROD, (2) NUTS/WASHER/2 PLY U5P• 5/e' ATR MIN_ 1' EMBED SET IN HIGH STRENGTH EPDXY, 00) WSW WOOD SCREWS VGT 4 HDTE 4540 FOX 10 5110 (Ib)•6D5 114"x3' TO WOOD (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUTS/W4S4ER/2PL1 UBP• 1/5" ATR MIN. T' EMBED SET IN HIGH STRENGTH EPDXT (41 T/B" THRU-15OLT5 ABU 44 2200 Saab PA 44 2535 6115 (I) 6/5" ATR IN HIGH STRENGTH EPDXY, (MIX T' EMBED.) IN CONC, (12) 166 TO WOOD U5P, SAME AS 51MPSON ABM 66 2300 12000 PAU 66 2535 13815 (I) 5/S" ATR IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN CONC, (12)166 TO WOOD U5P: SAME A5 SIMPSON N LTTIS .. 134C LT0 15 1200 (I) 3(4' A.T.R. IN HIGH 5TRENGTH EPDXY, (MIN. 1' EMBED.) IN CONO, (0)10d TO WOOD USP: SAME AS SIMPSON LTT20B ... 1600 LTe 2015 1105 /Y AR.R. R HIGH STRENGTH EPDXY, (MIN. E EMBED) IN CONIC, d, Aod(IOU Od WOOD USPr 3/4' ATR MIN T EMBED SET IN HIGH STRENGTH EPDXY, (10) 10d, fIO) (Od i I :!."' 2-1. Wan = U Ell 4455 Hii4a 4465 (U 6/a- A.YR IN HIGH STRENGTH EPDXY MIN, T' EMBED,) IN CONC, (15) ODWO X o?" pSP-'20J 16d X F-IQ') Use HAS MORE NAIL OPTIONS- (20l 106, (20) Od x- -V2", (20) Ibd x 2 IR" < NTT5 5090 HTT49 rH4 ❑) 6/0' A.T.R. IN HIGH STRENGTH EPDXY (MIN. T EMBEP,) NII CONIC, (26) 16o X 3 1/'1" (U5P- (20) 16d X 2-1110 UBP HA5 MORE NAIL OPTIONS; (25)106,(25) ICd : I -ID', (20) Ibd x 2 1/2' W"COI1-SDS 25+ IIJ310 Ul II 12099 (I) V A.T.R. IN HIGH 5TFFNGTH EPDXY, (MIN. 10" EMBED( IN CONC., (24) 5D5 YV x 2K WCCC 5CREW5 N5P= (24) W53 U00C 5CREW5) HD7E 6045 TDX 10 5110 (Il 1/0' AS, IN HIGH STRENGTH EPDXY, (MIN. I' EMBED.) IN CONIC, (3) 3/4" 5T. D BOLTS TO WOOD (USP- (4) 7/8" BOLTS) O) MBHA 3.56/1125 3415 5330 NFM35XI2U 3165 1130 SeR00i (1) 3/4' ATR IN HIGH STRENGTH EPDXY, (MIM1L 6.T5" EMBEDMENT) IN OMR TOP, i 4 3/4' AT,F, IN HIGH 5TRENGTH EPDXY, (MIN. 615' EMBEDMENT) IN C.ML. FACE, (I&AWd TO SEAM USP, (U IR' J-BOLT W/ MINIMUM 6: EMBED, 6 NOT LE56 THAN 4' FROM EDGE OF CONC W/ 3/4' CIA ITW RAM6Et/RSPHEAG DYNA DOLT SLEEVE ANCHOR OR DO, W/ MIN, 5' EMBED DEPTH INSTALLED IN THE FACE. 106 AT JOIST W (� Z HU5C412 (WOOD} 3635 2660 (PLR) HU84121F 3060 2530 (FLR) (10) L6d TO HEADER, (Ic) ad TO WOOD USE, SAME AS SIMP50N 3265 (ROOF) 3225 (ROOF) HUG41ID (CMU) IBIID Scat HD410 IF 1906 3115 (IB) 114' x 2-9/4' TITEN (9 PER FLAINGEJ TO CMU, (10) IOd TO WOOD: (USP: (Si 1/4" EWS, x 3' WS3 SCR(10) 106 TO WOOD. = HUO210-2 fCMU) IBIID 5IDS5 HD210-21F 1905 3175 (Si 114' x 2-3/4' TITEN (5 PER FLANGE) TO CMU, (IID) 1Od TO WOOD- (USP- (IS) 1/4" x 3' WS9 6CREW8, (10) 10d TO WOOD HUC21ID-5 (CMU) IBIID 4000 H0210-51P IS05 3175 (IS, i/4' x 2-9/4' TREN (5 PER FLAGS) TO CMU, 110) 1Od TO WOOD- (USP- (16) 1/4" x 9' LL03 SCREWS, (10) IOd TO WOOD LGUM26-2-SD6 1430 5595 NO USE DcNVER51oN FOR OIMP50N LGUM26-2-SD5 (4)'3/6' x 4' TITEN HD ANCHORS (2 PER FLAGS) TO D U, (4) 1/4" X 2 IR" SD6 SCREWS TO WOOD HIGH STRENGTH EPDXY - SIMPSON 'SET EPDXY -TIE'. CONTACT THE ARCHITEDYENGINEER OF RECORD FOR WPITTFN APPROVAL PRIOR TO SUBSTITUTING FOR 51MILAR EPDXY PRODUCTS OR USP - CIA ADI4ESNE ANCHORING 5YSTEMS. WHERE ANCHOR EMBEDMENT 15 GREATER THAN 1" DEEP, THE VER71CAL CELL IN CMU WALL MUST SE FILLEP SOLID w/ GROUT. . IIDd COMMON NAILS CAN BE SUBSTITUTED WITH 1Ca x 11/2' NAILS IN CONJUNCTION WITH A 231 REDUCTION IN THE ALLOWABLE LOAD. WRITTEN APPROVA_ FROM THE ARCHITECT IS REQUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION_ .+ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5', MINIMUM EMBEDMENT INTO THE FOUNDATION WILL BE 1' w F- O AS.R - A-301 ALL THREAD ROD BIDE, PROTECTION TYPE, LENGTH, ETC. VARIES) Z BECAUSE OF THE WIDE VARIETY OF MATERIALS, LOC4110N5, AND CONDITION5 THAT MAY AFFECT CONNECTOR6, THE CONTRACTOR MJST BE RESPONSIBLE FOR MAKING SURE THAT THE PROPER CORROSION PROTECTIOI I IS USED, WHEN USING STAINLESS STEEL CONNEQORS, USE 5TAINLE55 STEEL FASTENERS. WHEN USING ZMA'X / HDG GALVANIZED CONNECTORS, USE FASTENERS GALVANIZED PER A5MM-AB3 USE OF EXPANSION ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL 5451S AND MUST HAVE WRITTEN 4FPRG'11AL FROM THE ARCHITECT/ENGINEER OF RECORD PRIOR TO USE. ALL CONNECTOR VALUES BASED ON SIMPSON "WOOD CONSTRUCTION CONNECTORS C-2013' ,'HIGH WIND -RESISTANT CONSTRICTION C-HIO, AND ANCHORING A FASlOHNG SYSTEMS FOR CONCRETE I MASONRY CATALOG C-545-2C12. 2x12 (•2 S7P) IASI' OSB (TYFI NAIL (3) 12d • 6'-8' OJI TYP. 2z12 BM. HDR. ®ENTRY MINIMUM WALL AND HEADER STUD REQUIFEMENTS MAXIMUM HEADER SPAN (ft.) UP TO 5'-0' t0 W-0' U.N.O. W-11 1/2' 7'-II I/2' AND UP NUMBER OF HEADER STUDS SUPPOR71NCn END OF HEADER 1 2 3 NUMBER OF FULL LEWsTI4 STUDS 2 AT EACH END OF HEADER 1 3 FRAMING NOTES: 1. HURRICANE STRAPS TO BE MANUFACTURED BYSIMPSON STRONG -TIE OR EQUAL, U.N.O. 2. TYPICAL HURRICANE STRAPS AREAS FOLLOWS, U.N.O. • TRUSS TO MASONRY/CONCRETE SHALL BE META-16 • FLOOR JOIST TO MASONRY/CONCRETE SHALL BE HETA-16 AT EACH END AND 32" ON CENTER ON JOISTS PARALLEL TO WALL. • TRUSS TO BEARING WOOD FRAMING SHALL BE MTS-12 3. TRUSS TO TRUSS CONNECTIONS AND HANGERS SHALL BE DESIGNED AND SUPPLIED BY TRUSS MANUFACTURER. 4. REFER TO TRUSS MANUFACTURER'S SIGNED AND SEALED DRAWINGS FOR LOCATIONS, PROFILE, AND SIZE OF ROOF/FLOOR TRUSSES. 5 HEADER SPAN CHART & MIN, WALL & HDR. STUD REQUIREMENTS ARE STD. U.N.O. ON FRAMING PLAN. 6. CONT. STRUCTURAL SHEATHING TO BTM. OF FLR. TRUSS/BEAM MUST NOT BREAK 1'4" MIN. FROM 2ND. FLR. LINE 0 J2 — — — — — DIAGO�AL5 FOR B0770M D146rONALS FOR BOTTOM CHORD BRACING 0 20'-0' CHORD BRZA6ING a 20'-0' ( n!" MAY -)e- 41AY TO 4X6 POST t 4 HDU4+ POST Tp CMU W/ HTT-4 ITFaJ95 TO 4X6 POST W/mr u 14DU4 POST t0 CMU W/ 14TT-4 (r. ROOF PLAN SCALE: 1/4 - 1'-0' TR19S TO 4X6 "TV MOT 4 H0114 POST TO D04U W/ HTT-4 STUD Ix4 5111. CHORD BRACING 12' 54G 01 MAX., SECUFiED Wl (2) IIDd COMMON NAILS a EACH CHORD INTERSECTION ITYPJ ARCHITECTS 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � ��ovovv000v� S'UBDIV. & LOT: OAKLAND LAKE (LOT #23) MODEL: 2195 (VERSION#00) PROJECT#: 2784.000 00023 PAGE: ROOF FRAMING PLAN ARCHrrECT- STATE OF FLORIDA DA; : 5/7/18 vAML91