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HomeMy WebLinkAboutBUILDING PLANSINDEX OF DRAWINGS SHEET NO. DESCRIPTION 0 o CS COVER SHEET ( GN GENERAL NOTES l 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN XXXO 0 — 0 0 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF FORM 7 ENTRY SECTION 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS NkXvws ya n h o m e s. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA G UND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND CE BARRIER AIR;G[A MEAN OW Speed° Topographic DESIGN Frost line DESIGN UNDERLAYMENT FLOOD n FREEZINNNUALAD (mph) effects' CATEGORY' Weathering depth" Termite` TEMP` REQUIRED" HAZARDS INDEXTEMP' N/A 160-C N/A Negligible N/A Heavy 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 03-21-1'7 LO IDA B TIT DIN COD RESI ENTIA (FBC ), REVISIONS 6TH EDITION(2017) 1 *ALL LOCAL AND STATE CODES DATE DESCRIPTION *OCCUPANCY — RESIDENTIAL, GROUP V3 •CONSTRUCTION TYPE — VB 16T FLR. LIVING 1,633 SQ. FT- e MIN. INTERIOR FINISH — CLASS C GARAGE 411 SQ. FT. • BASIC WIND SPEED — VULT = 160 MPH - - VASD = 124 MPH TOTAL LIVING 2,244 SQ. FT. RISK CATEGORY II ENTRY 22 SQ. FT. e EXPOSURE CATEGORY — EXPOSURE C PATIO 2'1 SQ. FT. el —STORY RESIDENCE — e 2—S RY R IDENC — HEIGHT PER LO LANDS T CODE TOTAL 2,293 SQ. FT. • STATE OF FLORIDA CUBIC VOLUME LIVING 15,S41 50. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA TUSCAN (ELEVATION B) 50'-0" 46'--0" PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO, 12079 A.B. DESIGN GROUP, INC. By 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 THESEPLANSANDALLPROPOSEDWOR Fax: (407) 774-4078 RRECTIONS Tel: (407) 774-6078 MAY BE NECESSARY IN ORDER TO COMPLY WI I M ALL PIJCABLE CODES. DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. CONCEAUDFAb1tN HMENT 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 C( RRICT 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 NlER. AB DESIGN AU UFAANUFACTORS DSStAotE C Cc GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN N R,I s HAVE HEEN WITH FBCENERGYCOD: . GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. REMAIN ON ALE: UNTIL INSPECTIONS ARE ST. LUCIE COUNTY BUILDI G IVISION REVIEWED FOR COMPLI A R C H I T E C T S Aot Design 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA M 0003325 E 8 E O C L SUBDIV. & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00-00 PROJECT#: 2784.000/00005 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA `, Z P D_ ,TTE: 6 /2 9 /18 SCALE: 1/4"= V— 0" SHEET (� CS or e� RECEIVED JUL 6 9 2018 Permitting Department St. Lucie County FILE COPY SITE OR NO INSPECTIONS) WILL BE MADE INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET l ° ) ° ) GN GENERAL NOTES ( 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN XXXO 0 — O Q 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF FOR: 7 ENTRY SECTION 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS flonws a n h o m e s. co m TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WIND ICE BARRIER FLOOD AIR MEAN SNOW Speed Topographic DESIGN Frost line DESIGN UNDERLAYMENT FREEZING ANNUAL LOAD (mph) effects'CATEGORY` Weathering depth" Termite` TEMP REQUIRED HAZARDS INDEX' TEMP N/A 160-C N/A Negligible N/A Hearvy 45 N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 03-21-1'7 • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) i • ALL LOCAL AND STATE CODES DATE DESCRIPTION • OCCUPANCY — RESIDENTIAL, GROUP R3 • CONSTRUCTION TYPE — VB 1ST FLR. LIVING, 1,933 SQ. Ft. • MIN. INTERIOR FINISH - CLASS C GARAGE 411 50. FT. •BASIC WIND SPEED - VULT = 160 MPH - VASD = 124 MPH TOTAL LIVING 2,244 SOL Ft. RISK CATEGORY II ENTRY 22 Sa FT. • EXPOSURE CATEGORY - EXPOSURE C PATIO 21 SQ. FT. •1-STORY RESIDENCE - • 2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES TOTAL 2,293 $Q. Ft. • STATE OF FLORIDA CU51C VOLUME LIVING 15,941 50. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA TUSCAN (ELEVATION B) 50'-0" 46'-0" PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANW4,R. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO *1I's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. A R C H IT E C T S LON0w00D, FL 32750 V PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIIIIIJ 000vv0000r E 8 W E O C L SU'HDIV. de LOT: OAKLAND LAKE (LOT#5) IMODEL: 1833 XXX00— 00 PROJECT#: 2784.000 00005 PAGE: COVER SHEET 160 MPH EXP. C ARCHrMCT- STATE OF FLORIDA fil!:tst'7 DA : 5/23/18 CS=• 9 zllirdalmllid GENERAL NOTES 1. 3. 4. 5. 6. 7. 8. 9. 10, ivA 13. 14. 15. 16. 17. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A. FLOOR LIVE LOADS /PSF1 1 Al SLEEPING ROOMS 30 1 A.2, ATTICS W/ STORAGE 20 Al ATTICS W/OUT STORAGE 10 AA. POOLROOMS 75 A.5. BALCONIES 40 A.6. DECKS 40 A.7. STAIRS 40 A.B. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS /PSF) B.1. ALL AREAS 10 C. ROOF LIVE LOADS C.1. .• MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017). D. ROOF DEAD LOAD /PSF) DA. FIBERGLASS SHINGLES 17 D2. CONCRETE TILES 25 E. WIND LOAD CRITERIA El BASIC WIND SPEED VULT. =100 MPH, VASD =124 MPH E2. EXPOSURE CATEGORY C El WIND DIRECTIONALITY FACTOR (KD) 0.85 EA. INTERNAL PRESSURE COEFFICIENT (GC_pi) 0.18 E.& OPEN BUILDINGS 0.00 E.& ENCLOSED BUILDINGS t0.18 - F.1, GUARDRAILS AND HANDRAILS 200 F2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW BY BUILDER" NOTE ON COVER SHEET (CS). THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE OOMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED, DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. FOR PIPE CT ETC. UNLESS SPECIF ICALLY DETAILED, NO STRUCTURAL MEMBERS ARE TO BE CUT 0 S, DUCTS, S WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS, THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R3012.12 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED, OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F. AND MORE THAN 72"' ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROONCEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL STH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R702.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017) CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 2. 3. 4. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN, WIND LOAD, B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1315INCHES 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 SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL,1 INCH MINIMUM RIGID NON METALLIC CLASS 0OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN %-INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE XGYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN YrINCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 3, 4, 5. 6. 7. 8. 9. 10. 11. 12. 13. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION, PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1'-0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Y2 THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL, PLACE IN 8- LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS. 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. MAXIMUM AGGREGATE SIZE SHALL BE 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 CHAMFERED 3/4. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS, SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. 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, 6TH EDITION (2017). 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 11 OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500 PSI. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY, MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 318 INCH THICK, THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %. INCH AND NOT MORE THAN "/.INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R6062.11 OF THE FBCR, 6TH EDITION (2017) 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, NFORCING STEEL ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT, FIBER LENGTHS SHALL BE 112 INCH TO 2.25 INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kg/m") IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM 01116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR, 6TH 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 OF AT 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 B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.I. #5, W31 OR D31 AND SMALLER _ �^ C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: CA. #11 AND SMALLER Y/ D. BEAMS & COLUMNS: D.1. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1%d' i DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT, ELECTRICAL ALL ELECTRICAL TO 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 EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 125-VOLT, SINGLE-PHASE, Is -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. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: B.1. NATIONAL DESIGN SPECIFICATIONS INDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D.1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI.2007) E. APA-THE ENGINEERED 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, UNO, A. Fb =1,100 PSI Fv=175 PSI E=1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS, LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (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 R6023 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' COX PLYWOOD SHEATHING, PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. FOR CEM3tT10US TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8' COX PLYWOOD OR 15/32" APA-RATED O.S.B. SHEATHING. PROVIDE PANEL -CLIPS AT MID -VAN FOR SPANS GREATER THAN 16' ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE '"Y4 SUBFLDOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED, WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSS EXPOSURE-1 OR 1/2" COX PLYWOOD OR 15/32-APA-RATED O.S.B. OR 112 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPE&ICATIONS. 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. % AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR. SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 21 TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSI/TPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO 1_/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO U240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SIMPSON" STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG, DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: 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 (92,91v'). MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WI NDSPEED/ 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 V PER 100' OF LINE WITH EVERY 107 CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. ' PIPE SUPPORTS SHALL BE A MAXIMUM OF 32" HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) CONDENSATION LINES SHALL BE MINIMUM'"/4" PVC (SCHEDULE 40), INSULATED WITH %" ANIAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM'"/4" 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). B. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017), 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10, DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION: A. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH X" GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE'WITH ASTM-C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7A OF THE FBCR, 6TH EDITION (2017), ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: -- ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS -- "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS -- WEEP SCREED DETAILS •- CONDUIT PENETRATION DETAILS -- CASING BEAD DETAILS -- DRIP EDGE DETAILS -• CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS - WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 7 IN, (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTWC-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS, CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT, 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 A R C H I T E C T S �Desi n GI ®U Inc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 ww w. a b d e s i g n g ro u p. co m AA #: 0003325 �I'lllllll� L v�mmmo■�m� E 8 C6 0 E O C L S'UBDIV. & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00- 00 PROJECT#: 2784.000/00005 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA A E: 6/29/18 S ALE:1/4"=1'-0" SHEET G OF 9 RECErVED JUL 0 9 7010 Permitting Department St. Lucie County GENERALNOTES 3. 4. 5. 6. 7. 8. 9. 10. 13. 14. 15. 16. 17. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A FLOOR LIVE LOADS /PSF) A. 1. SLEEPINGROOMS 30 A.2. ATTICS W/STORAGE 20 A3. ATTICS W/OUI' STORAGE 10 A4. POOLROOMS 75 A5. BALCONIES 40 A6. DECKS 40 AT STAIRS 40 A8. ALL OTHER ROOMS 40 B FLOOR DEAD LOADS B.I. ALL AREAS 10 C. ROOFLIVELOADS " C. 1. " MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR. 6TH EDITION (2017). D. ROOF DEAD LOAD /PSFl DA. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E. 1. BASIC WIND SPEED VOLT. = 160 MPH, VASD= 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 EA INTERNAL PRESSURE COEFFICIENT (GC_p) 0.18 E.S. OPEN BUILDINGS 0.00 E.B. ENCLOSED BUILDINGS t0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD (PSF) FA GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DI MENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCH TECT IF ANY DISCREPANCIES ARE FOUND 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 "DRAWINGICONTRACT DOCUMENT REVIEW BY BUILDER' NOTE ON COVER SHEET (CS). THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS' ARE COMPLETELY INSTALLED. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTENAPPROVAL FROM THE ARCHITECT/ENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONSARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHAL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS. THESE OPENING PROTECTIONS SHALL BE DESIGNEDAND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R3013.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24' A:F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6THED. (2017). WALL AND CEILING FINISHES SHALL HAVE AFLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R302.9.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). WALL AND CEILING FINISHES SHALL HAVE ASMOKE-DEVELOPED INDEX OF NOT GREATER THAN 450 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR.PERMEABLE MEMBRANES INSTALLED WITHIN FLOORICEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE AFLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL. 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENT§ LISTED IN R702.11 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). CERAMIC TILE SHALL BE INSTALLED INACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 2. 3. 4. GARAGE DOOR A. ENGINEERED FOR 160 MPH MN WIND LOAD, B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR BTH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE LJIRECTLY INTO ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 318INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGSSEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MR SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 0OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302A THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN % -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED HROMALL HABTABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 1/,INCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1 4. 13. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIRSEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL, ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE 1'- 0' BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT IS LESS THAN THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIAWRITTEN R.F.I.)SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGLY PRIOR TO START OF CONSTRUCTION. AS DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN %n THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL, PLACE IN 8' LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THS 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 HAVINGJURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS. 1, ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 1 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 BACKFI LLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED, 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED %". 7. 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. 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, BTH EDITION (2017). 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ACI 530/ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR HOLLOW LQAD-BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm = 1600 PSI. 3. OPEN-END BLOCK MAYBE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK 4. MORTAR SHALL BE TYPE M OR SIN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3/81NCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN Y.INCH AND NOT MORE THAN%INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R806.2. 11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REI FORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 316; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORM NG TO ASTM A615, GRADE 40 (UNO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1121NCH TO 2.25 INCHES (13 TO 56 MR IN LENGTH: DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kg/M IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, SYNTHETIC FIBER@ SHALL COMPLY WITH ASTM C1110 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR, 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OFAT LEAST 25". 5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25' WHEREVER POSSIBLE. 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3- B. CONCRETE EXPOSED TO EARTH OR WEATHER: 8.1. MI5, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND C. 1. #11 AND SMALLER D. BEAMS & COLUMNS: D. 1. PRI MARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1^h" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTAL LATI ON OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELE TRICAL 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/. SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7, REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACHATTACHED 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 STALLED FOR EACH MOTOR VEHICLE SPACE. 1. ALL WOODSAND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN A AMIERICAN INSTITUTE OF TI MBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: B.I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU C. 1. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE I NSTITUTE: CIA NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. AAA- THE ENGINEERED WOOD ASSOCATION: E.1. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD. PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER UNO. A Fb =1, 100 PS Fv =175 PSI E = 1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE ia) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. ALL BOLTS SHALL HAVE MINIMUM ?SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHNG OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPBALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2' CDX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MD -SPAN FOR SPANS GREATER THAN 16' ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8' COX PLYWOOD OR 15/32" APA-RATED O.S,B. SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN WON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING 10. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE'1W SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION A.FG"01 SHALL OILY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 12' 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, AB DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT, IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OFANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 16. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 17. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSVTPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240. 18. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. 19. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SIMPSON" STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTSNAILSAS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. 20. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017)SECTION R302.12: INCOMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEI LING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1, 000 SQUARE FT (92.9M' . 21. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8-4' WINDSPEED/EXPOSURE 160MPH/B 160MPH/C 160MPH/D 2x6 STUD SPACING @ 16' O.C. I @ 16' O.C. @ 16' O.C. 22. INVENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTIONR402.2.3 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 100F 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 IV VERTICALLY PER TABLE 2605.1 OF THE FBOR� 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINI MUM'%." PVC (SCHEDULE 40), INSULATED WITH'6" AMAFLEX, 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH A' 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 1j' GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SWILL 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 NTH AST%C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO -- ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS -- 'L'FLASHNG -- HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS -- WEEP SCREED DETAILS -• CONDUIT PENETRATION DETAILS -- CASING BEAD DETAILS -- DRIP EDGE DETAILS •- CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS - WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 - 11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71 N. (178 MR ON CENTERS ALONG SUPPORTS PER SECTION 7,10.2.1 OF THE ASTMO1063 5, WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 71N (178 MR 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 AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/ CONTRACTORS PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE. 05/18/18 A R C H IT E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 Mal 01111111111vovvovoo 11111111111� S ui3mv. da LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00- 00 PROJECT*: 2784.000/00005 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA DA : 5/23/1.8 SCALE: 1/4"=1'-0" SHEET G I of 9 SECURE STRAP A/C UNIT SIMPSON W5 ROLL TO CONC. W/ (2)� STRAP OR EQUAL 3/16'x2' TAPCONS 3 1/2' TWICKSECURE STRAP GONG. SLA5 TO UNIT W/ (2) 08xl 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL MDM +mff 0-veff I �2• h 2d - 31 AV t STUDOR I 31 Kn CHE N SINKS 2 AUTO -VENT AUTO VENT r I r o"N21 2. 211rrr I1 WASH LA s i `Y 3 21 21 �2. 21 2 u11+ I 71 �- r1 =. R&' 4R4. I I PLUMBING ISOMETRIC (SEWER) WD8- = WM HOMES 1, 111-3" I D ■ I 23'-9" I PAVERS] L -3 1/2' on IN■ ■■ ■ ■ ■ II i iUB/ DI SHWR i DI C 3 10, CONIC., REINFORCED r� ■ U/ 06'4 11.4 x U.4 I Yr` ■ ON 6-MIL POLY ETHYLENE 10 VAPOR BARRIER ON MLL-COMPACTED CLEAN FILL"1 c+ oL0'-0' FIN. ELEV. I T �IvFIN. CONIC. SLAB 21'-411 141-31 ■ i � I %�♦a i I 3/41 ■ Irr 1, F�``� ,i �i' A/C#*♦♦ CONDENSATE ILA JL _J 6 ,f i"iji ♦ LINE SWIG r----T+ ♦ 1 I I I I I !♦♦♦ D I Ti jell I I !,♦ I DI .t `♦♦ ♦ I' PVC CHASE i i i 4' # I FOR ELEC.Nl I I }� I IUd + I i COND•i EXTEND I 50LLARD�/ I I1A1_6Y I Y I SLAB 1 1/2' -6' RECESS SLA5 D1 FOR PAVERS 12' - 411 3 WIX12' CONC. FTC. W/ (3) 5 REBARS EA. WAY 1R' I ON CHAIRS MM ---- —� L— 3C0YER-- ■ ■ ■ � o CPAVERs� ■ ■ ■ ■ ■ ■ ■ EDGE LINE �� I-01 41-QA I-/J�II 11'-10' 8'-SY LL 9'-0" _ 50'-011 1-311 FOUNDATION PLAN SCALE. 1/4 = 1'-0' ELEVATION 'D' 5-(�A 19' -1011 13'-511 N- 3'-6' - DI N r 24"x24"O' CONC. Fri. U/ (3)19 RESARS EA WAY ON CHAIRS MIN. 3' COVER �3. 0 — m I 3 1/2' CONC, SLA5 A R C H I T E C T S Design Grow lnc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA 4: 0003325 �"IIIIII'I L 000000000� sxmDrv. & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00— 00 PROJECT#: 2784.000 00005 PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHITECT. STATE OF FL.ORIDA /r/ 1y*TE: 5 /11 /18 SCALE: 1/4"=11-0f1 SHEET 1 Or 9 32' -10" 26'-10" 26'-2" 16'-S' 11'-5° 10'-9" 3 ■ JEM Lm ■■ m ■ oil ■ ■■ ■ ■ ■ b- t ■ �D r n ■ N N N N K1 ■ m � b- m m ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ S'-5" N 1,_0" ■ ■■ ■■ C ■ 3'-4' ■ ■ ■ ■ 8'_6' ■ ■ ■ ■ ■ ■ '-3" 70, 12'-2" 1'-il° IB'_10" 20'-2° ope DOWEL PLAN SCALI=: 1/4 - I'-0" ELEVAvak- 'D" A R C N I T E C T 5 4Design Groupp__Inc 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 11111111111 01111111111 LVIoaoc000c& E 8 E 0 C L sxm3Dr . & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 xXX00-00 PROJECT*: 2784.000 00005 PAGE: DOWEL PLAN 160 MPH EXP. C ARCHrrM STATE OF FLORIDA - 1r J AMVTMIELL 12078 ATE: 5 /11 /18 s)CALE: 1/4"=1' - 0" SHEET 2 of 9 WALL LEGEND V-15' 5L< EIR3. 814EAR WALL swi- Nt WOOD FRAME BEARING WALL INTERIOR: 2x4 WALL • I6- O.C, UNO. EXTERIOR: WOOD FRAME WALL PER COMMUNITY SPECIFICATIONS. REFER TO r—� TABLE N/63 FOR MINIMUM REdUIREM NTS INTEROR NON -BEARING FURRMCs AT MASAS ONRY WOOD FRAME WALL: 2x4 • • 24' O.C. OVER FOIL 24' OTC. MAXIMUM, UNDO IN LOTT'S CONCRETE P.O. Box 771255 WINTER GARDEN, FL 34777 PH, (407) 656 2112 LINTEL LENGTH TYM COMMENTS NO. L-I 4'-6' eaz-S-lIU/llx RECESSED L-IA 5'-10" 8A6-6-llU/l1AL L-2 5'-10, 8/24-6-f1UKUL L-3 Il'-4" W28 S-fIUKUL PRESTRESSED L-4 4'-6" W24-6-(IUKIJL L-5 W-6' 944-s-11U911L L-1 L-6 PATIO L-5 L-6 9'-4' W24-8-( UKUL 824-S-fIUK1JL — meew— — C2) 25-6EI 25-SH L-s 3'-6" W24-6-0U/(0A- C-Cs#&S �� CCsRES3 L-S 5'-10, W24-6dI)U/fUL TEMP a BEDROOM 2 GREAT ROOM PATH 1 #— OWNERS SUITE 9'-81 GL& !-e' CL& W-V CL1 4^%Tm44M45T49 LINTEL SCHEDULE LINTEL NO. LENGTH TYPE COMMENTS L-1 4'-6' OF22-15AT RECESSED L-IA 5'-l0' SF16-IBAT L-2 5'-10" W24-15/1T L-3 IT-4' Ma-15AT PRESTRESSED L-4 4'-6' BF24-15IIT L-5 4'-64 SF24-15/IT L-6 9'-4' SF24-15/IT L-1 1'-6" SF24-15/IT L-8 3'-6" SF24-05/1T L-9 5'-10' SF24-15AT II II � — — — — ail 9 a III ���__,� T BEDROOM 3 V-a' 0A iJT U .. _ tilJ O.SOITE------O�- 1-171 BATH eA(AMA) rTi--� O I II ` - - EQTCHEN 11 V-g�CLG S'-8' GLC Lo I r � ij I III III III III III III II FOYER III S, S a� DINING ROOM 2—CAR GARAGE Ill 6, e, cle; e'-e' cics DENII (MAWL-1 V-a, aA 9p 35-5H 35-61+ O 16'-0 x 1'-0' OHGD L-9 L-2- - - - - - - - - - - - - - -- L-IA O L-3 LINTEL PLAN SCALE: 1/4 . P-0' ELrm9ATION 'D" A R C H IT E C T S 6 Design GrouEr�e. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIIIIII 00000000v� EQ V E O OAKLAND LAKE (LOT#5) MOnELt 1833 )=00-00 PEtOJECT#: 2784.000/00005 PAGE1:: LINTEL PLAN IM NPH EXP. C ARCHITECT STATE OF R-CADA SCALE: 1/4"=11- O" SHEET 3 or 9 SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS a"PRFCGST I-'. INTFI R AGFF LOADS (LBA)FT) 'Imp® ®_®,.1t�,2rr`®i"'''`f®®.P3Yt.:`:': S �".'Pi• im ®�®OBE.i•�_ _ AAFF I nAna (I R0.Ft) R-P`OpM1AAT 11-I INTFI 9 ®�✓ f/,✓ f4��{1.±i1✓t'.J'1J�%^r�/.tom{.ir,+.�{:'(©® a �f fill/f :•+''/�/r%` �.,,;33�".n�iu,.>�`3 ®®M f7/ ME M 43P>RFcdAr ulR^ raFOFSS nrxaRa Il- NTF_5 SAFE LOADS (LB6/P-rl GRAVITY OVERALL LNTSL T (TYrEOPLNTIl 6 - bH4B1&w-me el5a2 m BrF26 m 30- P4t 4 9'•b'tP 4'-4'R'fEGAaT) 4'-D' TO 4'-8' fPRECAOD 11495 nS5 32M: 4369 54'1 SASS Isar 1635 Sol,3065 299E 9966 Falls 5924 65m4 1499 920 1110 Ills "AFTy,,r 2211 2899 84m2 89'06 fRCf31D 6-9"t06'-iO'(FRaCABTI ale' , e0 xsea Set Is. 2124 2645 5114 9lm0 °A B$ 31W bm40 1141 "la (• l3fim -11'l' TO 6'- e'(PNB046T) IRS •ram^ > _„. �^^-- 6'-9'TO l'-6'(PREG45T) 1'-T° To 9'-D' (PIRECA6D W9% °489 3T' 31N 9129 7239 5623 669 411 M6 993 166a zz63 4�1 aW6 ka 4^ZTBB4C4n1GTC LINTEL SCHEDULE i 1477RI AL5 I. Ec 5" precast lintel • 40W psi 2. F'c prestressed Intel " 6000 psi 3. Grout per ASTM C 416 f'g " 3000 psi w/ maximum 3/8 Inch aggregate 4 5 to 11 Inch slump 4. Ccncrets Masonry Units (CMU) per ASTM CEO w/minimum net area compressive otrength • 1100 psi 5. Reber per ASTM A615 grade 60 6. Prestressing strand per ASTM A416 grade 270 low relaxation 1. Mortar par ASTM C210 type M or S GiENERAL NOTIz5 I, Provide full mortar bad and haed Joints. 2. Shore Filled lintels as required. 3. Installation of lintel most comply with the archkeciUFal and/or structural documents. 4. U-Lintels are manufactured with 5 1/2' long notches at the ends to accommodate vertical call reinforcing and grouting. 5. RsFere ll the CAST-CRETE Load Deflection Graph brochure For lintel deflection Information. 6_ 5ottom field added raper to be located a the bottom of the Ilntel cavky. 1. 7/32' diameter Wire stirrups era welded to the bottom steel for mechanical anchorage. 6. Cast -In -place concrete may be provided in composite lintel in lieu or concrete masonry units. R. Safe load rating based on rational design analysts per ACI 315 and ACI 530 10. The exterior surface of lintels in6talled in exterior concrete mR6onry walls stall have a coating of atucco applied in accordance with ASTM C-296 or other approved coating. II. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal (lateral) loads Should be chaickad For the combined loading with the following equation: Applied vertical load r Aelm[ ed horizontal load S 10 Safe vertical load Safe Horizontal bad 12. Additional lateral load capacity can be obtained by the designer by providing additional reinforced ccncre6e masonry above the lintel. See data If at right: 'm=150Opsi SEE SAFE LATERAL LOAD TABLES FOR LOAD ISo4TING FOR EACH ADDITIONAL SMINFORCED CMU FULL COURSE R' CLR TYP (2)-5 W54R refs fsR40 or Gil 5AFE LOAD TABLE NOTE5 I. All values based on minirtium 4 inch 1, For composite lintel heights not own, use safe nom1r.51 bearing. Exception: Safe loads for unfilled load From next lower height bho 20% If Clearing length IB Ilntale moat be reduced by b r g g h 8. For Ilniels Iegtrn not shown, us safe load from less than 6 1/2 inches. next longest length shown 2. N.P. = Not Rated 9. All safe loads in units of pound par linear Foot 3. Safe loads are superimposed allowable loads. 10. All oafs loads based on simply pported 4. Safe load& based on grade 40 or grade 60 F191GI span. rebar. II. The number In the the parentheei Indlcate& the S. '7 Felber may be substituted for two 5 minars percent reduction For grade field added m 8`'Nn( only robot. Example 1'-6' Ill typo 32-IB safe 6. The deal -may aevalua to cwlcentrated bads gravty load 6412(m) w/ ISR, re uctloyl 641E fYom SRIFgFtpgpd tablSo by calculating the maximum resisting moment and shear at 6-away from L85) = 55r01 plf face of Support. 7''F E C)E51GNd,TI0N S RE A R T OP 1-1/2" CL AR j�F = FILLED WITH GROUT / U = UNFILLED I r-C,EU1E`TOM OF N MBARItY AT BOTTOM OF LINTEL GAV J ~ 11 = 11� a jl ly / I e;i - 15 / 1 T 3B z GROUT +T - z . F QUANTITT OF RE y4 "'S REBAR 4Y 50-C`1 REBAR AT TOP R OF LINTEL CAVIT- MINAL HEIC31-IT BOTTOT"Iff RGNG NOMINAL WIDTH 1-SWACTUAL PROVIDE (V IN LINTEL TES. 5' NOMINAL WIDTH A IT TABLE No. 11 SAFE WORKING LATERAL LOADS (PLF) 8" x 8" LINTELS LMEL BADE LA1 401. fPLP+ LOADS LINTEL SAFE LATERAL LOADS (PLF) Towl Lmglh T•1B Bare' PLAN Exe' SOLD rmel Leglh IS- V DOOR HEADER FLAN V DOOR HEADER 60LID Ra.fiet 19W M4 - 3'-8• FriP. Ira 2011 E-6' Rxael IW0 2510 4'-0 Pet," NO loll 4`17 Fel 944 614 4'.2' PIFc46 *11 MIT Radet am Mb T-4' P000t I0' SW6 4-V Reoel No *3 4'-B' Poont be% 1,11,5 514 Peuel 6" 055 V0 Pretax "a FIT 51-10' pram®) SO nos 61-8 F.B.R. D04 964 6'-4' Pre.aH bN 364 T-B' Ftitba 411 IF 12M e'-0' FNFSA alb S64 A,', Protect BID 2119-0 PrcReet Y06 5% Frati 446 9W T-V Phood 429 Sao e'-0 Panel IF 014 B'-d' Preood 354 10 f4obd 211 6B3 Rafael W 4e3 I1.4' Racat IW am Iwre Prol 164 So 174. Fmi a k 10 504 13'4' Rmaet Im 404 14'-0 Prorael 53 Par 14-V Raetreeeed NA 341 Sur romramaoi NA. 30 114 RiFtnisol NA. 20 19'4' "traee•! NA. T16 20'-0 RatlSoW NA. 69 21'.4' "Vaead NA. 31 II'4' fnoi d NA. Ira 24'-V Reetra,sd NA. 99 K.R. • tbt RoPeon lad LOTT'S Eel' CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PIT. (dn7) Ac;A PIIP 5` NOMINAL WIDTH/HEIGHT OF LINTEL r-- PLAIN OR SOLID LINTEL [8/16-P-#U/#Q No, OF A➢DITIONAL #5 BAIRS IN UPPER OR LOWER LINTEL CAVITY GENERAL NOTES: I. CODES I.I. FLORIDA BUILDING CODE RESIDENTIAL, 61'44 EDITION (2011), SECTIONS Fol 4 R606 12. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS 19018 4 2101. 13. BUILDING CODE REQUISSMENTS FOR REINFORCED CONCRETE (ACI 318-00). IA. AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 1-10). 2CONCRETE= 2.1. CONCRETE COMPRESSIVE STRENGTH AT 28 DATA: 211 PRE -CAST W/STANDARD RENFORCEMENT-4000 PSI 2.1.2. PRE-GASi W/PRESTRESS REINrOROEMENT-6000 P51 2.1.3. GROUT PER ASTM C416 - 3000 P5I W/ MAX 3/8' AGGREGATE, W TO 11' SLUMP. 72. REINFORCING 541il& 2>). 87EEL PLACED IN PRECAST LINTEL AT TIME CF FABRICATION ASTM A615 (GR.AOE 60) 22.2. STEEL IN LINTEL AND KNOCKOUT Ball (PLACED IN FIELD) A67M 4615 (GRADE 40). 23. PRE-5TRE55ED STRANDS A5111 A416 1-WIRE, 5TREe5 RELIEVED 210 KSI 2.4. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315, TABLE No, 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PILE) 8" x 8" LINTELS LMEL UP0114 CLEAR GPM LNTEL TTPE LMEL STEEL IDNLL@ GRAVITY CAPACTT (1.5L (OSU ael CAPACITY (MSC Oft lRl-T CAPACITY rIAL Oft LPLFT C4PAC;nr (M. RAU BAR i01° BAR GRAVITY GAPAGITY 1'-6' AST (2) q (2) S Also ILm9 IBM IRS 10w 3146' 2'-2' PRECAST GDR G) R '2415 301 Mal MI6 415 A-0 24 PRECAST 12)R am no 21TI ITT bees 3306 414' T-V Fill DUE (2)7 So zoo 2165 2646 26M 4'-E B-4" PRECAST (2)R (LR ¢32 201 WIT 241 2911 S'4 4' -V A8T 0Iti (Vn m06 1651 1651 b19 IWI E-m' 4'-W Fel a)R Div 860 on 1423 WW Iam3 6.w 5-0'TFFI (2)4 Oil 14® ISO 1i83 alb 1405 6'•6 5.1. AST !L4 Oil Tm 2n D32 no 1348 6-8' S-4- PECAST (2)4 (2JR 662 n04 IBd ma 1395 1.6' 6.2' AST (2) N (2) R 510 991 85 On Im9i 1-8' 6-e AST a)4 a)R Sol W9 Wit 164 Im41 B-a 6.9' AST R)N (W¢ 56 90L Sall Ta Saw B-4' 1 A' PRECAST (Y) 4 (2) R 4 6 8N a31 SAS Wi 9-4- e4' AST a)4 (2)R 46 126 lY6 493 190 m 4 9.T PRECAST (2) 4 G) R 354 6b 610 300 613 114 l0-0 PRECAST 0)5 R)9 3b EST %I 37 Son 12 0 Im'-0' PRECAST G)5 R 5 3W BE, 629 2TI Del 11 6 II Y" PRECAST (W5 RVe 27 ASS Ka Sol 6¢ 19 4' C'-O' PRECAST 015 M)5 25D as 'RA xW 4Q N 12-0. PRECAST (2)5 Wo 338 430 AND m0 9W 144 D'4' PRESTRE6ED 0)4 (2)R NR 4a 41B no 446 16-0 14-0' PFEPEWED 0)4 (2)R SR 319 re 210 401 11 4' 16 V PIta5T11i G) 4 W n TOR No M 163 .11 W-4' W-o' PRESrteNED WS lilt NR i'44 224 131 o4 W 41 W B' RE6 ED OV % ) R uk 2ol hall 12Z 231 m 4' 20 ED (2)is (2)5 NR ITT n1 111 208 n- 2 -D' lm"Tf1ESBED R)5 am NR W4 164 IB0 Ti 2d •0' AA •B RSdIREWED (2)5 R)9 NIs Is? Do N W3 TAB>� 2 REINFORCING SCHEDULE & L040 CAP401M SAFE INCHING LOADS. (PUF) B' x 16' CONPCSIffi LINTELS LMA Lal GEAR WAN LNTEL TYPE LINTEL STEEL GRAYITY CAPACITY (OSL (PBX GRAyrrr CAPAUTr (ou n15u UKFT CAPACITY n151. (ISU UFLFL CAPACITY GAIAL (2ft BORCFI BAR tM BAR 6 R10000 3'•6' Z'4' T (2)R 0)R MI mbmP Uses mfte0 4'•0' 2l9' T am Mn 4261 m0o0 5139 IMl 4'-6' PRECAST G)R (2 3211 9b1 sea 4'-' Bur T Div 294 5414 6049 0000 6'- ' 4'-V PRECAST DO 4823 "IT 4•Di TONI B'-' 4'-6' Pill )R ItoBOB 3AMB, 6'-4' e'-0 P ecal R) 4 (2) R 4110 413 leis 441 PREGA91 R)4 R SSBA 3D4 28m 46I 14' PRECAST (V 14 3T15 b B. 203 M 1-B' 6 2' CART G)4 sI 2 °.260 -0' 6.4' T R/4 7I 21W heel S-' 0-01 GV4 7361 halo 210E D •4' 1-P FRECAF W4 a35A 2396 moo 2506 9'.4' 8.0' T. R)4 E69 1969 P38 20% I'' 914' 1 fY)'4 16fl ea 1 -V -0' T O) 5 . 14 Was 1 5 a •O' 10-W P�A61 (2 5 s 1315 Ins 3 -i' 114' PRal (2) !aDel MI') R51 W, 04 Me 12'4' FWIU481 Me 1144 5A6 IDS 14'D' I2'-0' PhiCABT COOS 1101 m6a 484 We I 19'4' 99 a)•4 R 1419 I 451 9 IY91 ¢m411PI.4' 16.0' 99@ G) 4 959 3 b 45.4' ID-0" PREIRESBED 1215 9 I6b 5D ?B'-0'1al FRE6TRES9@ DOS s 1"s9 'A 149 419 -4- 26-0 0 R)5 -0 20-B' T 80 M'S 9FRI l G)5 9 AM 401 161 no TABLE NO 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (FILE) e" X 20" COMPOSITE LINTELS LINTEL LENGTH CLEAR WAN LINTEL TTPE LNTEL 87M GRAVITY GR4NiT CAPACITY (11d (IM UPLFT CAPACITY RNL (Il'9U Irmo CAPALTY 0U51.G)5U 1 BAR TOP EAR CAPACITY (OJ5L OM FREG451' a)I G)R 1646 -Feve Imes 4'-0 2•D PREGA3r G)R ( 3 mm 1mP00 immm 4-6' 1,, Pill (2)R RJR 42 low B54 IpPmD 14 3-4' PRECAST Me (21R 31 Immme 1W0 mOaO 5'-4' 4.0 PfEl 0)It (21R 6239 IOmOo STR f� e •te 4.6' PR£cxef 0) 9 (21 R D016 Five "1 9244 64' 11.PqGA5T 72)4 V 615E Crib nor 1142 6•fi 54 PREc.A91 22)tl (2)R 6iDm 6250 Sea a" PRPC.AST 0)4 -(T)V-B016 M116 3441 6 -6 6.2' 1 FECAOt 394 all 012 2636 1 an -B a•4 PECA51 IVb! MIS AMR 3M ow 6.11 GADT WN (PR Veal 3'Bs EIS IRS B'-6' T'•O' FfdcA9T (2)4 INTO iD0 2076 356 G T R)4 2534 2134 1610 AXIS PRECAST R)4 (/5 all An Ass 22M 11'-4' 16'•0' G T We T14 Not 1031 2s09 msl 21 t li� 19 lilt 9m Isle 1s'4' •' FRG T /A19 (2) al -Kai No 1 I 9.4 ¢'-0' REGAet ) (x19 Sall bmT TD RT4 4'-O d' PREO"T G) 5 I'A9 899 636 W3 W.e FRESIRI M m We 1093 533 561 R3T W-0 FIRRISTREal G2 N 2 nx4 P4 am n'-b' W •0' (2J 4 (L, no 4R W'-4' b-0 FTf4:5511E886D (ll5 3 3 3N 6 0-0' -8' (215 ( 919 9 X? 6b 214' •0 0J5 Y2 BBY "s 0 T•0' 30-e RE61RP#ED 2 5 Y) 5 151 91 261 60T 2 -0' G) 5 6" AB 42b TABLE No. 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LINTEL LEN'4TH GSAR WAN LINTIM TTPE LINTEL STEEL GRAVITY CAPACITY (VA4L (t51! GRAVITY CAPACITY' (M9L (All i l CAPACITY N0. oft IRHT CAPACITY OV% G)5U aO1tCM BAR POP IiNa 2• -6 rrP.T 2 f2)RInEw uamo D 0 3'•fi' 2-2' FREC/a57 Ol Div 9361 ame0 WOOD Owd'Av' 2-B' T G)R !2)R also mace mass low I MEFCAST R)R RJR Sm14 mm90 mmOD I'Do m 4'4Y 34' I PRECAST Gil 2 4633 mOmm San law 5'H' 4'-0 Fil G15 (2)R T65B Vvi '051 m090 WWW 4.6' FISEDARt Me 2 6231 m00m 51W IOmO® -4' S'-0 FBI(214 (AIR sm miss 4154 9450 -1'FIRECAST 014 (2)R an m0sm Hal Bela 6'-4' PRECA87 (2)4 G)R M14 501 B42m T-6' 6'-1. PRECAST G14 (2J R 6236 6416 324E 6411 6'-4' PRECAST (Y)4 (2)R 6998 6024 Sales 6163 6'-0' PRECAST (2)4 IS 9061 2�3 DB90 PRECABi l214 (2) R 4651 OF 2%1 .I'O3m 8'-0 FPECABi {L4 2JR Ina 3126 TS2 Bass 10'-6' 9'-x' FRECAar (4)4 WT 2951 2901 Ulm Bass 10'-m' ERCA6T 0)9 /9 Boa 2553 1219 2604 12 -V 10'-5' PRECAST V5 Me 230J Bill 1123 2m 12'-e II'-2' PREGASi (2)5 Me 2141 2W1 m22 2095 IY'-0 PRECAST (V'S ( 5 reib 1*6 ON wl 14-0 T.B.I t (/ ivia 181 WA am 106 b 6 1119 n<' PP 611 •SvaED (2 M 0JR Ib5m K 918 IB'-0' "Rae (2J5 R)9 M1 t 13I0 @B 31 341 IRS 6d6 -0' _ (215 2?'-0' W'-0 �'-E FPEB R)5 (a15 - (Y/9 We of eas 10a23al't 994 so 5b5 24'-0 22'$' FRE6 Rl5 - a R ID4 739 413 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) S" X 28" COMPOSITE LINTELS LMEL LENGTH CLEAR SFM LMEL TYPENfV-4 Ll 6TEl GRAVITY CAPAODY WIS. OP51J GRAVITY CAPACITY (DSL(Im UPLIP CAPACITY III Oft _ " U" CAPACITY (t`5L aft AR TOP EAR - -6' --CASTfL moo PRECAST 'r 10 @Calm 1mmm0 VMS PPEC T(Z)R Isis mime mmm ow 4'•6 3.2' PRECA31falR a0P1 mmmo low I6p,Ca PRECASt(2)R Ease m000 low mPmm 5-' 4.0 RE 7G1R .WTI DOW I W- 0' 4 E' PRECAT(2/ R I98T 0 6806 lomoo 6-4' S PRECAST(2)R IXmsm 0641 m00A 6-6 44 PRECAST_(2) 12 106Sfl 1000D 93W I�my 6-W V4 RECat0JR Bass ImsO® 5021 l°A%00 l-a' 6-2 P(EGABT f2)'4 R12 1668 9W1 am low 1'•0' 6-e T (2)W (2)4 1 Sea 2 19 6 F i R) 4 f2) R 6419 TDEI 9 6661 e04' I.0 PI2=GNAT (?)4 G)R 9¢64 6°a3 3031 bm 9'4' Ed' FRECal' USK f2)R 40a, Soso Des 414b 10-6• 9-r P,ffCJaI M4 MK 3526 3044 1001 3663 II'H' m-O T fY)5 G)R 3290 329ID 16E Sale IT-0' m-Y T WS (2r Nso, se9B 136 MU DF6' -0 PRECAST (VB (2)R 210 21 tan 2 134' ¢•e/ PRECAST R)5 (2) 2416 2416 104E 2160 14'-0 ¢-E RECAST G)5 (V-I Via 2116 SIT 196T 14'-E W-4• R)4 R 2811 251 126 W31 15'-4' 4•0' 26111, 26K Bab IM Il'-4 W' m' PFE81rE0eED R 4 2023 316 " PRIW54DI0ED (2)10 AST 413 8W 20.0' W-5 PSOtPEBED R)5 R)^. 14W 38b T63 ]I' -4 20-0 PtStfEWED R)5 R/9 1309 L305 53B 66S 2Y-0' 1 201-011 11)5 (319 I 3 DYY 11 ill 94.0 b1-9' 1P'Fn`.OTIESBED 12)5 G)5 I mK 1 014 266 b21 TABLE NO 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X G" UNTELS UNTIL U34 N CLEAR SPAN LNTEL TYPE LINTEL 67EEL PLAN GRAVITY CAPAGITT (DAL (LSU GRAVRY CAPACITY' ONL (IM (RIFT CAFAOIT O)SL (PRAT CRUST CkVAg41r (ME1. G)EKl - BDttOM BAR TOP BAR GRAVITY CAPACITY' 3'f' 2'-2' GRECAS! ela Sea See 24W i480 2..r PRECAST ( !UR n91 1� W16 9 WAD 3'-2' PRECAST s1°. II61 IS Nee 1465 -0' 5'-4' PRECAST Oun sea test "1 0% '-4 4'1'PREcam olis Sao 930 1114 IIW F-VI 5 Ml2 oil on M Bu, W6 6.4 5-0 T (2)R 454 747 T41 1Ta W- ii - ( b; 416 79 1B 130 B20 VRI 54, or (2) 1! EA 6W 65 68D ISO 14 6 PI FPECA6T ) 14 IF BW Sao 525 "1 14 6 d CAST (2JR 6 660 BCD 4W a B'-0 6-8' i (ER %3 bW 536 *2 B'-4' I.O. T ft OR 334 Ni BIT 411 -4' 8.0 T ()4 (AIR no 40 435 3W 464 10E 9-Z' FR2 T (2)R 240 311 at 2" An 11.4 V PRECAST G15 20 340 Be me 2'-0 ill PRECAST UPS 202 m 2N Is IV-6' 1-2- PRECAST OR,M 245 243 0'-d' ¢-0' PRECAST ml. sB1 Ib in '-0' ¢ 8' PRECA6i G)5 b0 I50 161 b1 TABLE No. 9 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" R 6" RECESS DOOR HEADER LMEL UNION CLEAR WAN LMEL 17PE LMEL STEEL LNILLLV GRAVITY' CAPACITY GRAVIIT CAPACITY ("ISL(CM GRAVITr C4PACIIY ()SI. Oft U4 FT CAPACITY nSL(IM UPLPT CAPACITY (If6L GSU BOTTOM BAR POP BAR 3'-6' 2'• ) 13fi0 WE 91 22 414' 2'-r T RDI R)R 1131 Nay 145 a63 us 4'-' x'-W PRECAST G)R (2)R IPA 020 We III ore 4'4' 3'-0- PRECMT 01R PLR 963 Ens vol, EW No RECAMIT )R am Am W ON 3% BW WO 4'4 PRil (Ve 2)1 SW N6 B461=5 IF 6•a' 6'4' PRECAST G)4 LR 450 sea am bee 190 i (D4 L 38 Sao US? M"I PRECAST (2/4 2 3W Me, File046 B'i' PRECAST 0)4 219 4b i8 2SI 412 25. CONCRETING OPERATION$ $HALL COMPLY WITH ACI 6TANDAR06. 3. MASONRY:. 3.1. DE61GN AND CONSTWJCTION SHALL CONFCIEM TO THE SPECIFICATION OF THE NATIONAL CONCRETE M46ONRT A55OCIATION AND ACI 530-08: 3.2. MINIMUM MASONRY UNIT STRENGTH: FM 15M PSI. 33. MORTAR SHALL BE TYPE $. 4. oT!a;CTURAL: 4.'. 54-E LOAD VALUES AIRS BASED ON LINTELS HAVING A 151l OF 8' (WITH A MINIMUM ACCEPTABLE BEARING OF 4' PER FLORIDA 5UILDD4 CODE RE5IDENTIAL, 6TH EDITION! (2011), SECTION R606.14 OR FLORIDA BUILDING CODE RESIDENTIAL, 5TH EDITION (2014), SECTION 2104.15 -A' mi�ll}} 1) 05 CONTINUOUS '16I-B"TSB" KNOCKOUT BLOCK � SCHEDULE ) p5 CONTINUOUS t ST1 AT 4'-0 YEI.DED} TOM BAR SCHEDULE (PRECAST) 8/16-S-0) /5/0) #5 PRECAST -I' (1) /S CONTINUOUS 'fb• i S`111I6" KNOCKOUT BLOKX DP BARS: EE SCHEDULE 05 CONTINUOUS ' STIRRUPS � T 4'-0* to OR 1$ a/18-s-(1) 1¢.5/(1) #5 PRESTRESSED SIR, 3A. 3A. TABLE No. 6 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (FILE) B" X 32" COMPOSITE LINTELS LINTE. CLEAR LNTELTYPE UlUEL V96LL GRAVITY GRAVITY' DRIFT UPLIFT LENGTH SPM CAPACITY CAPACITY CAPACTT CAPACITY WIT¢.E'f it TCP BAR (0)5L flft (I)5L (M (M 01`6U (ISL G)W 2 te 1 6' FRECAO low 1Com 0'mm 11-11 PFECdO 1mDOm lo000 mo00 mOW G1 R Nu 1000o low mmm ad' 9.2 PIEGABT f2/ 6540 IV" wom0 loom -0 94 FMCA57 M-2 6 4 TAW mono loom 111. R-0 5 W R team Rims, Port 10008 6 10' 1P.&I A57 (2JR 8643 no 1076 _ )cosh PRECAST 4 h)R Im000 K¢am We 10om0 W.I. PfECAeT 11514- ( R 1000E Two am 1mma b•E V-`F risl QJM (x)R law lO tall Immure I 64'Pill I ( 4 (2JR as"Dome, 4455 Bak, 64' PECA6T 4 (AJR AID m06O ASIO Nil 0 W4' PRECAW !2JR w 16mOo 3W3 TV1 114' 1.0 FTECA61 _ !2) R 6194 IommO nib 1060 9.4' E- PRECAST (2)R UN3 b 3 2121 5501 m-6 9•A' PFECA91 (2)R -0oXb 500 Ym94 424E 0.4' m s 9T 5 R/9 4Y 1 921 1165 355 ¢0 m'8 PRECAST Vo 0)9 BIB FIS b49 0 -6' A-r FYffCAst IN 16 O 3412 3Q IW is .4' 110 FSECABT { 5 (2)9 W5 mW W-B'3.4' B U9 PRE6 93 ( - BEEIDis 02m2M¢1D 43 tb44 01FEWED I'21.4' 2®-s' 2V. PRESilE9BED G)5 340 )AIR G)5 216 TABLE No 8 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) B" X 14' COMPOSITE LINTELS LMEL '- CLEAR LW1'EL TTFE LINTS. STEEL GRAVRT GRAVITY CAPACITY m51-mall LP.IP CAPAGITT nrSL rl0 IIPLFT GAFAC17 Ti RrX ITUM the TSPISAx CAPACITY (P SL OM 3'-6' 2'-3' 1'-0' PRECA6 PRECAST 03 R G)R 1 1IMI ow T4/0 me m600 -6 4'' 5.4' 5 m' •6 3'4' d-0' 4 b' 5 2PRECAer CA F1EG10T RECAST CART PRI P ( R. ( ( r a fb4 G/R ((2)269 G/R 2)R RJR ) n 41 41TI 9944 303e 2ao m31 62 4e11 Bell 3" EST 461 8 3169 .660 93M 23W 122 2161i 4030 5 Gals 3043 Trot 14 e 0' a 4' b'-2' W-F 110, UO' CAST PFECABT FfECASi PRECAST PFiCAST (11R ! CO.Fri 1 rob RIW Yme IRS rob area 2100 195 We x S nag 6 Rol fill 70W I9P. N5 20 Me 9-d 8.0' CAST (21 50 S" 04 B9 10 G' Ih-0 92' tO O' Od' PECAST F AV CAST f2 e4 (. !e Gi fe - LR (2)9 LASS 1W Isl G60. 10e IP41 1 615 599 Dx Ilel ¢ 6' it-i' PECA17 ( W6 B41 D'o' PR:CABT (GJ9 ses all as 100 an 12 B' RECAST (2JA B42 04a 41 M TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES. SAFE WORKING LOADS (PIP) Ns X 14" RECESS DOOR HEADER LMEL Jill CLEAR N'AN LNIELTTFE 61NTEL STEEL aNWIT CAPACITY l0e5L rIJW GR4Mr "RAGITY {LPL (11511 DRIP CAPACITY n3sL (ISU UH1I1T CAPACITY (IPA (25U D rim tlR TOP BAR 3' R 9 $' d'DidP Y'4Y CAST f21R Deal Tom I1440 4'-2- 2'-W 6t ) f2)12 2" 61d3 o m d'4' 3'•P' P¢CA6T R) f2)9 Does L053 bin 9566 V' 6T GJ (Y)1 2519 6Y9 500 1 E-6' '•4' PRECAST OV a 3514 3010 3? W12 6'41' P-4- PRECAST fll4 IT 9 94 Visa, ire' 6'4' INCA57 (2/-- 21E0 YI08 1645 N a4' T-4' r R) lame Ills 124t tree W-F FF' PRECAST (2) 16W 1496 9l4 E65 Ile AIE7i!9 32, A R C H IT E C T S X"X 14. KUNALU KLAIJAN OLVU. LONGWOOD, FL 32750 PH: 407-7746078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 1111111111, 01111111111 Lq000vvvvvo& E 8 W E O sysarv: LOT: OAKLAND LAKE (LOT#5) MODEL: {�� {/1833 XX00_ QO PROJECT*: 2784.000 00005 PAGE: LINTEL LOADS & DETAILS 160 11111 EXP. C SQ.FT. CALC.'S IST FLR. LIVING GARAGE 1,633 411 SQ. FT. SQ. FT. TOTAL LIVING ENTRY PATIO 2,244 22 21 SQ. FT. SQ, FT, SQ. FT. TOTAL 2,2S3 SQ. FT. CUBIC VOLUME LIVING 15,c34-1 SQ. FT. COMPONENT AND CLADDING WIND LOADS BASK: WIND EXPOSURE FOR 3 SECOND GI,*T8 CALL 4 SWARE WN./DR. WIN'/DR SIZE ZONE 100 MPH WIND FOOTAGE DESIGNATION W YM HEKIHT 1 22 3068 DR 40' BON 4 21.13 / -30.4 2 34 35-SH 53, 63, 4 31.65 / -41.11 3 112 16 -0' IV 84' 5 25.91 / -3139 OHGD 4 11 25-SH 38' 63, 4 2Ub / -3220 EGRESS 5 Il 25-61-1 38' (03, 4 29.65 / -38.81 EGRESS/TEMP. 6 54 w(ba SGD 98' 80, 4 2132 / -29.88 1 33 (2) 25-SH 15 1/6' 63 1/4' 5 2830 / -36.I8 EGRESS 8 Y2 2414 TRANSOM. 24' 14' 4 30.64 / -3220 TEMP. 9 34 35-SH 53, 63, 5 31b5 / -41.11 WIND DESIGN CRITERIA_ A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=124 MPH B. INTERNAL PRESSURE COEMC:ENT=+.IS C. RISK CATEGORY=TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE vul! DESIGN WIND SPEED. FBCR, 6TH ED. (2017) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY Ob TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. 4 1/2" 2'-0" 1'-0" P _ N m 2x4 U 0 16, O.C. CABINET SECTION i d 0 _r (2)25-514 PATIO O 25 SH EGRESS O EGRESS — — 8068 SGP TEMP I TUB/ o LL HB. SHOWER HEAD SHM I `* In s BEDROOM 2 (�}, _ a'-e' cLG. ry -S ( ) BATH 1 m OWNER'S SUITE 8'-8' �G, m �p< 12'-10' x e'-a' CLG. — GREAT ROOM I6'-2'x14'-V n a' -a' cLU. R/T @ ® C 1'-0" 4'-4" 4'-10" 0" n S Ia 3'-8" 2'-5" @ @ v 7" RA N R/T BEDROOM 3 O4 �13 R/T _�X�L__—_— _— @ n 8'-6'cLG. Nw 10Q 5!1CIII - e e I\ (/'�@ T A/C A m co J n I I I .DUI\ r v _ m ®III " INK I 1,^, r 2'-101, p m LAUN i ail ro 4'- 2 -- 2R ISH 1 1" 8 III 00 N e-a' cLG-� I N N 0 @ ® I~ cil- I I O.SUITE I -- M.T. �i l I BATH y (ar1a) R/T c I m KITCHEN v I j l << 80 a'-e' cL1 ii I G. I a'-e' cLG I I A i i I WH cOND. - I e'-a IcCL� — I 12L _ � $I _i I - x I i L 3 o f u 1 BOLLA ----I m 8 L-----J c0 IR-ISH ' HEADER a . ' L—�22X36 _ — — 243 ATTIC ACCESS 7'-0" 7(o7-V7;V41_4` 4^f07 10'-6" &,_a 2'_4 101_10 III 4 III e 6'-B HEAD "I I I i l l 2—CAR GARAGE �I I I FOYER j j j DINING ROOM 19a28 CLL� ELECTRICAL N 8'-8' CLCs. w Aa 111 I I I 10'-6'xll'-9' PANEL v (D aN) = I I I III 8' 8' ��• PAD -out 12'-2'xl2'-I' CIII III 8'-8' CLG. 40 STRUCK BLOCK ® GARAGE WALL O35-SH a� O ro 16'-0' X 1'-0' HGD 35 SH BMLalffLl -------------- S.-S' CLG. V 1'-11" '-0" 4'-8" '-0" 4'-6" 4'-6" 2'-3" 16'-0" 20'-6" 50' -01, FL00R PLAN SCALE: 1/4 = I'-0' ELEVATION 'B' L-i RE A R C H I T E C T S 6 Design Grou�rnc. wnUVVVVU, rLae mu PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �'lllllllll �ommo■0mom� E 8 E M L SVBDIV. & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00— 00 PROJECT#: 2784.000/00005 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA D, E: 6/29/18 C ALE: 1 /4"=1' — O" SHEET 4 or 9 RECEIVED JUL 0 9 2018 Permitting Department St. Lucie County SQ.FT. CALC.'S IST FLR. LIVING GARAGE 1,833 411 S0. FT. SO. FT. TOTAL LIVING ENTRY PATIO 2,244 22 21 SO. FT. 50, FT. 60. FT. TOTAL 2,293 S0. FT. CUBIC VOLUME LIVING 15,941 S0. FT. COAPO EW AM CLADDNO W!D LOAM BA81C YMD E1PORM FOR 8 SEOOPD OUM CALL a ZOPE 7!0 API 1 YMD WCF H F�ir POOTAW DEBR84 TM 1 22 3068 DR 40' 80' 4 219 / -30.4 2 34 35-614 53, 63, 4 31A5 / -41JI 3 112 16'-001 x T -0' 192' 84' 5 25.91 / -3139 4 I'll 2EG 514 38' 63' 4 29A5 J -32.20 5 11 SH 36, 63, 4 29A5 / -38.81 EGR2 5 6 54 80b8 SGD 98' 80' 4 2132 / -25M 1 33 (2) 25-61-1 15 1/8' 631/4' 5 2830 J -36.18 e 22 2414 TRANSOM. 24' 14' 4 30A4 / -3210 HEMP. 9 34 35-614 53, 63' 5 31.0 / -41.11 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=124 MPH 5. INTERNAL PRESSURE COEFFICENT=+ .18 C. RISK CATEGORY -TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SLED. FBCR, 6TH ED. (201-1) ALLOWS THESE PRESSURES TO I`3E MULTIPLIED BY CA TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED 5Y PRODUCT MANUFACTURERS. NOTE: L PRIOR TO DRYWALL NSTAL.LATION ON ALL FWNG MEIVIERS 2'-0' FROM TI-E FNISF4 FLOOR WILL BE SPRAYED 40 TREATED Wf 'BORATE' A TEFiI'TITE TREATED SPRAT 2A I •I6'Oa CABINET SECTION F:-:i all I ■ O(2)25-SH EGRESS OWNER'S SUITE D'-B: x 18'-b. 8'-8' CL1x 1'-0" "2'-4" , 4'-4' �s o 9'-0' 23'-9" 16140" IZ 3'-1° 3'-01 2'-4" le II'-5" 14'-6' 19'-9' 8140" s GREAT ROOM 16'-2'xl4'-6' 8'-V CLG @ 4'-10" v Il'-0' n1 C - - - - - - - - - -- @ leer — - __—_—_-- cRtt III �� LNII9 °m QFliIIIn Sw ,iul. 2 -10n-2" 2R-ISH s 00 IDO.SUITE BATH W- L1 R/T c i m WCHEN :�r I @ eacic, I ���� A liI x�c �I 8.CLem. I 3,_4" ew @ IR-ISH • '_ 2x8 1'-0" 61-0" e 4'-4,, 4' 8° 10'-6" III 4" III 0 6'-8' AFEI� :III III' I I I r FOYER I l l e DINING ROOM Q 111 8'"8� `� III 10'-6'xll'-9' DEN DEN y I I I Illy s'-8' CLC. III 128-VCLC'-I' clll� �O 9 135-SH 0 EGRESS I TEMP I Q I BEDROOM 2 ri ID'-T' x/ II''-2' 8'-8' W.V. BATH i a 8'-V CL& n `^ PUT 3'-8" 2'-5' Iv Ir -T G O BEDROOM 3 S3 cq ac �n LAUN a, -a, CL& L`-J -1 a r Z I ZI `rm M.T. 6'-8' I, 2'-4' 2-CAR GARAGE 19'-2' x 20'-0' 8'-V CLG. 3 G x O BOLLA� F---� I I L- 22) 36 Attic ACCESS 10'-IC° ELECTRICAL PANEL STR= BLOCK Is GARAGE WALL- : '-0" 4'-8" '-0" 4'-6" 4'-roll 2'-3" FLOOR FLAN SCALE: 1/4 111 I'-0' ELEVATION 'B' N RE A R C H I T E C T S "—PH: 407-7746078 " FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIIIIII'll L 000000000J 17E 8 E 0 C L SUBDIV. & LAT: OAKLAND LAKE (LOT#5) MODEL 1833 XXX00- 00 PROJECT*: r84�. /00005 PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA D , 5/23/18 ALM, 1/4"=1'-0" BEET 4 of 9 ATTIC VENT CALCS AREA OF ATTIC 1833 MIR NET FREE VENTILATION AREA REQUIRED i S00 6.11 sm REQUIRED VENTILATION AREA 6.11 x 144T Ma WA NIN. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.6 x 879.8) 4889� OFF RIDGE VENTILATION AREA 115 %A/Vw SOFFIT VENT VENTILATION PER LF 11.74 KIML/I8 TOTAL # OF VENTS REQUIRED 183 TOTAL i OF VENTS PROVIDED 4 REQUIRED SQIN VENTILATION IN TOP OF ROOF 440 S IM REQUIRED LF OF SOFFIT VENTILATION 38 IF PROVIDED LF OF SOFFIT VENTILATION 72 LF ■ TEXTURED CEMEWIOUDD COATMG PER (A6TM c C926) (TYP) REAR ELEVATION SCALE: 1/4' = 1'-0' ELEVATION '5' +1 'I BAND DTL. SHINGLE OR TILE (TYPJ TmiRED CEMENTICUS COATMG PER (ASTM CV6) (T1'P) LINE 614W� 'STI RAISED swo FRONT ELEVATION SCALE: 1/4 = P-0' ELEVATION '8' at a, ==+ ur-t „' ------ 0'-0' FIN. FLR_- ----- - ------- --_--------------- - 0o-o PI'RZx. HCSI. TEXTURED CEMENTIOUS� COATMG PER (A61M C C926) Mr) ------------------------------- ----- '-4' -- $O -0' FIN. FLR. BRCS. HG:T. HDP, HGT. 0'-0' FIN- FLR$ LEFT ELEVATION SCALE: 1/4' = 1'-0' ELEVATION B' RIGHT ELEVATION SCALE: 1/4' ■ 1'-0' ELEVATION 'B' _ oV-8" WR3. HGT. .4.6'-8" I-IDR. HGsT. 00,-0' FIN. FLR. 1 SRC-. HCsT. PDR. PGT. COACH LIGHT /-TEXTURED CEMENTIOUS COATMG PER (ASTM C926) MID) FIN. FLR )RE LME A R C H I T E C T S uwnuwwv, rL azrno PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r �m00000cocg SVHDIV. do r.01cl OAKLAND LAKE (LOT#5) MODEL 1833 moo—oo PROJECT#: 2784.000aaaa5 PAGE: ELEVATIONS 160 MPH EXP. C ARCHITECT- STATE OF FLOWDA 5/11/18 SHEET 5 OF 9 9 i 11 i �� IUIL-J C 1 'V C H yl ) D "✓ LJILJ GONTRv'_ DATE: ID'I-01-15 SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER META -16 1450 HTA 16-ID Ilw (T) IO'd x ! In.. (6.! ISd 2-PLY, (U5P: (10)'0d X 1 In' NO 16d OPTIPN) :2J eTA-16 158E l2) HTA I6-IB 1B(JID (10)'9d x. 1 In I -PC/, (U5P- 00) 10d s I 1/') MCI (14) 16d 2-PLY (1,15111 NO Ibd OPTION) HET,4-!6 1810 LTA 16 1615 (9) 10d x I In- I -PLY, (B) 16d 2-PLY U6P: (10/ 10d x I IR', NO 160 OPTION HETA-20 IWO HTA 20 1615 (9) 106 x i In, [-FLY, (5) Gd 2-PLY USP: (10) 106 n 1 1/2', NO II OFT VC � z Q V) < (2) HETS-29 2036 (2) HTA-20 3170 (10) 10d x I In" LPLY USP. (10) 10d r. I In. 2500 (12) 16d 2-PLY (USP: NO 16d OPTION) LGT-2 280 -- LUGT-2 f319 NO U5P CONVERSION FOR SIMPSON CE'41_-20 MUGT 4000 (V - /4' x 2 I/4' TITEN, 2 PLY (1i5P: ELK (B) I/4' WE, WOOD (16) tOd DET4L-20 24W (IS) - CIE x 1 1/2, 1 PLY MGT 353E (V 5/B" A.T.R IN HIGH STRENGTH EPDXT (MIN. U' EMBED), (22J 10d TO WOOD (UIEP: (25) 10d i0 WOOD) WGT-2 10560 _ _ _ HIIGT-2 3365 (2) 3/4' A.T.R. IN HIGH STRENGTH EPDXY (MIN, 12- EMBED), (16J 10d TO WOOD (USE • WOOD (6J 10d) HGT-3 10E30 HUGT-3 936E (2) 3/4' ATR. IN HIGH STRENGTH EPDXY (MINT 12' EMBED), (I6) 10d TO WOOD (USE; WOOD (5) VI LGT5-S052b 32B5 LUVT-3 5590 NV SD5 /4°Y2 Ile' TO GIRDER, (4) 5/5" x S" TITEN HD TO WALL (LISP': DOI (4) 3/6" X 5' WEDGE BOLT, WOOD (12) W525J . LTA2 1210 PARALLEL C WALL 142E PERPENDICULAR TO WALL LPTA 155E NO U5P CONVERSION FOR 51MP50\ .11� T V) 10d x 1-1l2" (U5P: (10) 10d x I In VGT 4940 N? SIB" AFR IN HIGH STRENGTH EPDXY (MIN 12' EMBED), (161-SD5 1/4' �'TO WOOD (21 VG' I165 NO U5P CONVERSION FOR 6IMP5GN'2 T'/GT) () 5/8' A.TR IN HIGH 5TRENGTI-! BEI (MIN, p' EMBED), (32)--SDS I1`4'1 2 PLY M15-12 1I MTW 12 1596 (14) 11 x I In' (USP: (14) 1" x' LIV ('4) 1DI HTS-16 1ISO HIM I6 1660 (I6) IOd a 1 V2' (U5P+ (16J IOd a :V ('6110d) -- H75-20 1450 AM 2O 2045 (24) 10G , I 1 (USP: (24) 10d x' 14' (20) 10d) H75-24 1450 -----� HTW 24 2045 (24, IOd x ` IQ' (l,LSP: (24) 10d a' Va'2C) IOd) (le')I'b VU5P: (o''eo L9(A-12 + 925 LSTA 12 910 L51A-15 + 123E LSTA IS 1360 NI 1@d WEI, (WW 'O'd M5(A-15 ++ 1315 MOfA-IB 1315 (14) I@d U5P: 04T'01 MOTA-24 .+ 1640 MOTA-24 I150 (15) IOd USP (19%'0d a- MOTA-30 ++ 2D90 "TA-30 214V (22) 1" USP 2) 1Od MSTA-36 +- 20E0 MSTA-B6 25 2E (26)IOd UeP: 1'26)1od �- MS71-36 3am K8'1 236 3090 (36JTOd x 11/2' U5P= '36' 10d x 1 12' MI671-48 5ZC-5 K751 245 4250 (46) 10d x ! III U5P7 143) 10d x I/2" H6 j 95C LFTA 6 1595 (5) 6d TO PLATES, (6) 6d -O &RIDS (LIEF: (16) 3d x 1 1/2', (161 SEP SP4 81 945 (6) L 4, 1/2-70 STUDS U5P. (6) 106 x I IR' TO STUDS 434 335 MP 34 410 (4) bd x I In TO BEAM, (4) Bd x I Ir• TO FOST- U5P: (4) 8d x 1 1/2' TO BEAM, (4) ed x I V2• TO POST_ HOPI 645 HHCP 2 1010 (12) 10d n 1 V2' U5P: (10) IVIA x 1 112, TO IIII (10) 100 X I V2' TO PLATE H104 1340 RT 164 2180 (I0) IIDa n I V2' LOP; (9) 106 x 1 In' TO TRUSS, (5) 1@d x I In' TO PLATE uGT 4 HDU4 I 456E FHD 4A 453S (16)-SDS 1/4.1 TO WOOD, (10J-5D5 1/4' 0 14- W/ THREADED ROD, (2) NUT5/ 45HER4 PLY U5P: 5/8' ATR MIN l' EMBED SET IN HIGH STRENGTH FFiOXT, 00) WSW WCOD SCREWS YGT t NDTp 4949 'DX '0 Slim (16)-6D6 V4'x3' TO WOOD, l9)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUT6/WASHERRPLY UeP" II ATR MIN. T" EMBED SET IN HIGH STRENGTH EPDXY, (4) I/e" THRU-BOLTO ABU 44 2200 666E PA 44 253E 6l 1, (1) 5/e' ATR IN HIGH STRENGTH FFOXY, (MN Y EMBED) IN GONG, (12) Ibd TO WOOD USP; SAME AS SIMPSON � ABU 66 LTT19 ++ 2BOV 12000 FA_: 66 2Li35 135F- (1) E/8" ATR IN HIGH STRENGTH EPDXY, (MIN_ T" FMBED-) IN GONG, (12)166 TO WOOD USE; SAME AS SIMPSON 1340 LT9 19 12@6 (I J 3/4' A.T.R IN HIGH STRENGTH EF'OXT, (MIN. T EMBED) IN GONG., (5)10d TO WOOD U5P: SAME 45 SIMPSON LTT2@B +.. II L-6 209 11@5 (ID In' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T EMBED.) IN CONO., (10AOd TO WOOD U5P, 3/4' ATR MIN V EMBED SET IN HIGH 5TRENGT4 EPDXY, (10) 10d, (10) Od x 1 V2", 2-IR' Z U Z Q HTT4 4455 HtT0 4465 (9 5/e" At.R IN HIGH StFENGTH EPDXY (MIN. I" EMBEp) IN 6ON0., (IV SDNO X I all (USP: (20) Ibd X 2-IRS U6P HAS MORE NAIL OPTIONS: (20) 19d, (20) ICA x I -In', (20) 16d x 2 In LITE 5000 HT-45 5430 fV 51 ATR. IN HIGH STRENGTH EPDXY (MIN. -I' EMBED,) IN CONS., (26) 16d X 2 In' (USP: (20J 16d X 2-ln" USP HAS MORE NAIL OPTIONS: (25) 10d, (25110d x -n', (2O) Isd x 2 la' HHDOII-5D5 25+ 11,610 UPHD 11 12090 (II I' ATR IN HIGH 5TFBN TN EPDXY, (MN. 12" EMBEI IN CONO, :24) 5D5 Y' x 2i^ WOI SCREU6 N6 (24) W55 WOOD SCREWS) HDIB 6645 TDX 10 510 ❑) 1f5' AB, IN HIGH STRENGTH EPDXY, (MIN. I' ST', .) IN OONC, (3) 3/4' STUD BOLTS TO WOOD (USP (4) I/S" BOLTS) Ln 15'-A 3.561112E 34I5 5330 NFM35X12U 316E 11391 EYFSON: (U 3/4' ATR IN HIGH STRENGTH EPDXY. (MIK &TI EM.9EDMEND IN OMU TOP. (V 314' AT.R, IN HIGH STRENGTH EPDXY, MIN. 515' EME PMENV iN OMW, FACE, NDAVIv TO BEAM U5P (I I In' J-BOLT W' MMIMUM 6: EMBED, 4 NOT LEaB'. 4- FROM EDGE OF CCNC X 3/4' VIA ITW RAM6ET/REpHEAP DYNA BOLT 6L£E2'E ANCHOR OR EQ. W/ MIN. S' EMBED DEPTH INSTALLED IN THE FACE. 17 W CD QHUC410 = HU5"I2 (WVOD 363E 2660 (FLR) HU54121P 3060 25'3® (FLFV 3224 (ROOF) 3MS: 00) 166 TO HEADER, 00) Ibd TO WOOD USP: SAME_ AS SIMPSON 326E (ROOF) (CMJ) 1B10 506E HD410 IF 190E Ila) 1/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) IOd TO L.VcV: (Uep: (15) V4" x 9' LX3 6DFI (10) 106 TO WOOD_ HUO21ID-2 fCMU) IEIO 5065 HD210-21F 190E 311E ❑e) 1/4' x 2-3/4' TITEN I PER FLANGE) TO CMU, (II IOC TO WCOV: (USP: (16) 114" x 3' W53 SCRI (10) 10d TO WOOD HUC21ID-3 (cru) IBIQ 4000 Hp210-3(F 190E 311E 'IS) 114' x 2-3/4' TITEN (9 f 5R FLANGE) TO OMLL, 00) IIDd TOWI (USP: (IB) 114" r 3' W53 6GREW6, (101 IOd TO WCOD LGUM26-2-SDS 1 1430 559E 1NO U5P CONvERSIDN FOR 51MPbON-GIr`✓"26"2'SJS (4) 3/6' x 4' TITEN 1-C, ANO'.:ORS :2 PER FLANGE) TO CMU, (4) 1/4' X 2 112" SOS SCREWS TO WOOD HIGH STRII EPDXY - SIMPSON 'SET EPDXY -TIE' CONTACT THE ARCHITFCT/FNGIIVFFR CG RECORD FOR WRITTEN AFFSI PRIOR -0 5LBS'ITUTING FOR EMIT. AR EPDXY PRODUCTS OR LISP - CIA ADHESIT E ANCHORING 5YI5TEMS. r WI4ERE ANCHOR EMBEDMENT IS GREATER THAN T" DEEP, THE VERTICAL CELL IPI C.MW. WALL MI BE FILLEV SOLID W' GROUT. +. IIDd COMMON NAILS CAN BE SUBSTITUTED WITH II x.I TV NAILS IN CONJUNCTION WITa A 29%REDUCTION IN THE ALLOWABLE LOAD. WIII APPROVAL FROM THE ARCHITECT 15 FECUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION. N ++ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BF 5', MINIMUM EMBEDMENT INTO THE FOINDATI6N WILL BE T' W F A.T.R. A-30"I ALL THREAD ROD (dIYE, PRVTEC'IION TYPE, LEPIGTH. ETC. VARIEsJ Q51 OF THE WIDE vAmH i Y OF MA TERIAL5, LOCATION@ AND CONDMON6 THAT MAY AF-<C' .^.Gti•L-C "'JR:9, THE C6NTRAU TOR MtlST Ev RESPONSIBLE FOR M: NG SURE THAT IF- PROPER CGRVR951QV H - cTON 15 WEEP. II. -.EN TIENG STAINLESS STEEL CONNECTORS, USE 5TAINLE55 57EEL FASTENERS, WHEN U51NG- %I"AX ! MI G4LtANL^sD CCNJE1_70 5, U5E F45'ENERS GII PER A&TMI A153 USE OF EXPlJJ510N ANCHORS WILL BE EVALUATED ON AN INDIVIDUAL 51 AND MUST HAv# WRITTEN APPROv.4L FROM -HE 45IC!-RECORD PRIOR TO HEE. Al CONNECTOR VALUES 5ASLC ON 31MP5011 "WOOD COI RICTI!MJ .^.C�V'.'EG OIC3 0-2015 -cT^'L'PYO-RESISTANT CONSTF.UCTION C- wt, 41,C ANCHORNG 4 FA5TENNO 9Y5TEM5 FOR CONCRETE 4 MA5oNRY CATAL0. C-645-201a, -2x12 (02 SYP) IA6' OSB (TYPJ NAIL (3) 12d • 6'-0' OZ. TYF'. 2x12 BM./HDR. ® ENTRY MINIMUMWALL AND MAXIMUM HEADER $PAN (ft.) UP TO 15'-0' TO g'-0' U.N.O. W-II In' 1-41/2- AND UP NUMBER OF HEADER STUDS SUPPORTINSx END OF HEADER I 2 3 NUMBER OF FULL LENGTH STUDS 2 AT EACH END OF HEADER I 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 HE-FA-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. TRUSSBEAM MUST NOT BREAK 1'-4' MIN. FROM2ND. FLR. LINE O J2 J4 J6 is is is JS is is is is is J4 J2 (2)NETA-20 (2) BETA-20 DIAGONALS FOR BOTTOM CHORD DIAGONALS FOR BOTTOM CHORD 3RACINrm 9 20'-0' nr- MAW (TYR ) T •/ TlG I Ih-aV 11R00F FRAMING FLAN SCALE: 1/4 ■ P-0' ELEVATION '51 A J2 A J6 is is is is is is JS is is is is is is JS is J6 A J2 0 A R C H I T E C T S 6 Design Group ��o. LONG WOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 J E 8 E O C I SU13DIV. & LOT: OAKLAND LAKE (LOT#8) MODEL: 1833 XXX00— 00 PROJECT*: 2784.00000005 PAGFE: ROOF FRAMING PLAN 160 MPH EXP. C =) ARCHITECT STATE OF (' IDA DATE: 5 /11 /18 SCALE: 1/4"=1' — 0" SHEET 6 OF 9 0'-0' FIN. FLRJ P.T. Ix2 W1 MTL. PAVEi SENTRY DETAIL SCALE: 3M' = I'-0' TEXTURED CEMENTITIOUS COATING AS PER (ASTM C926)(TYR) A R C H I T E C T 5 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � amunm ��000movoe� SVSDIV. 8a LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 moo—oo PROJECT#: 2784.000 00005 PAGE: ENTRY SECTION 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA SEALS: 1/4"=1'-0" SHEET 7 OF 9 ELECTRICAL LEGEND SYMBOL DEFINITION NOTES I� 110V DUPLEX ® RECEPTACLE i FLOOR ® MOUNTED DUPLEX RECEPTACLE IIOV SWITCHED a=CM HALF BwrTCa ED DUPLEX RECEPTACLE IIVV GFI DUPLEX Eal"m & GRwv 'AL' I P M (TAMPER FMSTMt GAT RECEPTACLE TYPE) 22VV RECEPTACLE 4 Wke CO+WION �ll!�� I UeV DUPLEX EQIUMOW W) CROWD FALLT ``UJT RECEPTACLE KMRMR W-ANM PROOF) SWITCH $3 3-WAY SWITCH $4 4-WAY SWITCH LIGHT FIXTURE - WALL MOUNT LIGHT FIXTURE - CEILING MOUNT LIGHT FIXTURE - RECESSED LIGHT FIXIUW- HANGING LIGHT FIXTURE - CEILING MOUNT LED LIGHT FIXTURE - PULL CHAIN LIGHT FIXTURE -KEYLESS LIGHT FIXTURE- V P. VAPOR PROOF �( LIGHT FIXTURE - PENDANT ® EXHAUST FAN MOTOR LIGHT STRIP LICIT FIXTURE - FLUORESCENT LIGHT FIXTURE -UNDER CABINET — LOW VOLTAGE PANEL PANEL METER SD SMOKE BL4tt. &4CK-W W/ 44110M DETECTOR N mamm CARBON MONOXIDE y1TT, BAcKjp Iw HAF1om DETECTOR NTSRXN WM CELNG am R`anf ei7 TO 6E BWPPORIED IN A00011100 E IW O J-Wk BOX MARW AS SUCH Fa@ NVECTION FLOOD LIGHT DC DOOR CHIMES Ty TELEVISION JACK Q TELEPHONE JACK 4 GAS OUTLET LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE#D2) HOUSE PLAN: 1833 LOAD INFORMATION VA 1833 SQ.FT. GENERAL LIGHTING X (3) - VA PER SQJT. 5,400 (2) 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA. 3100 (1) LAUNDRY CIRCUIT AT mm (1) RANGE AT NAME PLATE RATING OR COOKTOP/OVEN 120DO (1) WATER HEATER 9000 (1) D011WA3HER 4000 (1) CLOTHES DRYER 10000 (1) DISPOSAL (1/3 HP) 246 SUBTOTAL OF GENERAL LOAD 46.945 FIRST 10 KVA OF GENERAL LOAD AT IOOX 10000 REMAINDER OF GENERAL LOAD 0 40%= 36,745 VA x (4) It= TOTAL NET GENERAL LOAD 24.= 4-TON HEAT PUMP#1 30 AMP X (240 VA) = 7200 4-KW ELECTRIC HEAT 6000 VA x (65%) 3m NET GENERAL LOAD 240 NET TOTAL HEAT 10.00 TOTAL LOADI 35,148 CALCULATED LOAD FOR SERVICE 35.148 VA / 240 V= 146.45 200 AMP SERVICE ELECTRICAL FLAN SCALE: 1/4 . 1'-01 ELEVATION 'D' TRANSFORMER BANK: 80kVA VOLTAGE: 1620/13200-240/480 V SERVICE, SINGLE P14AGE TYPE: UNDERGROUND AVAILABLE NITIAL SYMMETRICAL FAULT CIRCUIT AT SECONDARY SIDE, (120/240 VOLTS) MAXrUll FAULT CURRENT: IWW a" POUER COMPANY TRANSFORMER NEMA 3R M 200 AMP. SERVICE BY OTHERS [RZE_ 200 ,AMP ELECTRICAL R15ER I I=3 ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY W/ APPLICABLE PROVISIONS OF 11-E NATIONAL ELEC. CODE, LOCAL CODES, AND THE LOCAL. POWER CO. COACH COACH LIGHT ' ~ _ — - ._ - r LIGHT (3) • 1 TNNN?I Nl N COPPER CONDUCTORS, (1) • 6 THHN/THWN COPPER CsR=%IV IN 2" CONDUIT. COMBO DISCONNECT AND METER CAN PHONE / DATA WEATHER PROOF BOX 209) AMP 120a4 V VOLT 42 CIRCUITS MLO INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS PROVIDE °4 THHN/THUN COFFER CONNECTED TO CONCRETE ENCASED FOOTER STEEL AND COLD WATER PIPE. NOTE, IF PVC IS USED THERE IS NO BOND/GROUND TO COLD WATER PIPE CABLE/TV WEATHER PROOF BOX A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r BIIIII III ��0000aeveo� G 8 E L C SL78DIV. & LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 xxxoo-oo PROJECT*: 2784.000/00005 PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA Z)ATE: 5 /11 /18 SCALE: 1/4"=1' — O" SHEET 8 OF 9 Planning & Development Services Department Building & Regulations Division Product Review Affidavit Building Permit # __ I Owners Name Applicant: Product Opening Dealin Product Rated Pressures Design Pmeaune Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Windows +32.37/-42.62 +50/-60 DP Ply Gem Series 4712 Flange FL 14039.1 Non impart # 1d Wood grew wahaldkwtionpih to addava 1-114-errbedr-ens. Required anthers: Head(J).Jamb(3) Mullions N/A +/-75 DP Ply Gem Series 4700 Flange FL 15264.2 N/A u#av'TspennwMpA �t4�a tangy 1 tach aural f d pwm amaadmanl wtio ahnan,n raga d tams. Fixed Mass +29.65/38.87 +/-55 DP Ply Gem Series 4701 Flange FL 14434.1 Non -impact # 10 Woad Strew wi^t svlidaru IwI h to actetave I-V4' embedment. Requaad anotho ; H034 (3). ,tamb (3) Stock Glass N/A N/A N/A N/A N/A NIA 4 N/A Skylights N/A N/A N/A N/A N/A NIA N/A Sliding Glass Doors +28.74/-42.62 +/-50 DP Ply Gem Series 4780 FL 14634.2 Non -impact ssa Twwa wae.ultcbni ie.grtmsc sroe-tte omoedmana. raw+wa enchant t4(s), la na ::;firer winaaw. Swing Doom +30.64/-30.64 +67.0/-67.0 ThermaTru MOT Smooth Star Fbergoat FL5891.5 N/A f1W Top= W. W EMear ort t-1u'. Mo Ct"Mre -4 W9.2'. ML, two, to .111'. 4. Mt ELCO Tspwn 14'. Mh French Doom N/A N/A N/A N/A N/A N/A N/A Garage Doom +25.91/-31.39 +36/-42 Clopay 16X7 Model 73W6 FL16546.4 N/A Jamb to bkCk on VOMOW)n Pl/c'X1?m-msn.meoa.o repapr, L=W*cft a T,a' and 1'00 r %mhw rawksc Hurricane Protection N/A +40/-40 Eastern meta; Supply 24ga Steel Panels FL 11964.2 N/A 1W Tapcon Anchors, SG Tapcons or 1140 X 3/4". All points Solid -set Anchors. Roof Ventilation N/A Roofing Material N/A N/A Tamko N/A FL18355.1 N/A 6 rots per ati4rge. StmMn`tl kDe roo?irq nei, Haas s^anks sho;Jd be 12 gtr,;se was ared m:nu tun heed of 3t8'. Revised 07/22/2014 I have reviewed the above components or cladding and I have approved their use in wind loads and forces specified by current code provisions. / Name: JAMES JOSEPH CANTWELL Signature: Design Prof: ARCHITECT Cert. No. ARQ01 7 These products provide adequate resistance to the seal Date: JUN '6 2CIS A R C H I T E C T S DesPinc.n rou 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �IIII"'lll �m0q■o■om� E 8 E O C O L SVBDIV. 8e LOT: OAKLAND LAKE (LOT#5) MODEL: 1833 XXX00-00 PROJECT#: 2784.000/00005 PAGE: PRODUCT APPROVAL 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA Jul 0 /29/18 1 0dALE: 1/4"-1'-0" 1 RECEIVED JUL 0 91010 miffing Department St. Lucie Count,,