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HomeMy WebLinkAboutBUILDING PLAN PAGE 1-14INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET o o GN GENERAL NOTES ''8 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN XXX0 0 — 0 0 3.1 LINTEL LOADS AND DETAILS — CAST—CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN — ROOF FOR: 7 ENTRY SECTION S ELECTRICAL PLAN 9 ELECTRICAL OPTIONS PLAN 10 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS jives 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 D€SIGN 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 H aW 4S N/A N/A N/A N/A DESIGN CRITERIA: SQ.FT. CALC.'S CONTROL DATE 03-21-1'7 LO IDA B ILDIN COD RESI ENTIA (FBC ), 6TH EDITION(201~7) 1 REVISIONS *ALL LOCAL AND STATE CODES DATE DESCRIPTION • OCCUPANCY — RESIDENTIAL, GROUP R3 •CONSTRUCTION TYPE — VB IST FLR. LIVING 1033 SQ. FT. • MIN. INTERIOR FINISH - CLASS C •BASIC WIND SPEED - VULT = 160 MPH TOTAL LIVING 1,533 SQ.FT. - - VASD = 124 MPH ENTRY 22 50. FT. RISK CATEGORY II GARAGE 411 SQ. FT. •EXPOSURE CATEGORY - EXPOSURE C LANAI 200 SQ.FT. •1-STORY RESIDENCE - • 2-S RY R IDEN - HEIGHT PER LO LAND S TE CODE TOTAL 2,466 SQ. FT. • STATE OF FLORIDA GU51C VOLUME LIVING I5,'B4-1 SQ. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA SPANISH (ELEVATION A) 50'-0" 46'-0" PROFESSIONAL ARCHITECT: LANAI 50'-0" 56'-0" JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER i 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 KANNE . AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTPUCTION BASED ON THE DRAWING SET. A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774.4078 www.abdesigngroup.com AA #: 0003325 F W 0 (ti 0 U a� w q� aw a q a F A E E 0 M L SUBDIV. 7LAKE OAKLAND(LOT MODEL: 1833 XXX00-00 PROJECT#: 2784.000/00009 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA DAT : 6/29/18 S :1/4"=1'-0" S I C or o' T w Z j0m p0 Z ypp Z u33 �o jwulwzLu �ce.R0gu) a U LJ F--q LL -,•,J if li ` JUL 10 2018 INDEX OF DRAWINGS SHEET NO. DESCRIPTION CS COVER SHEET GN GENERAL NOTES \ 3 3 1 FOUNDATION PLAN 2 DOWEL PLAN 3 LINTEL PLAN �O 0 _ O O 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & LOTT'S 4 FLOOR PLAN 5 ELEVATIONS 6 TRUSS PLAN - ROOF 7 ENTRY FOR: 8 ELECTRICALTION PLAN 9 ELECTRICAL OPTIONS PLAN Dl FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS fkmws 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` TEMPe REQUIRED' HAZARDS INDEX' TEMP' 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 03-21-17 *FLORIDA BUILDING CODE RESIDENTIAL (FBCR), REVISIONS 6TH EDITION(2017) *ALL LOCAL AND STATE CODES DATE DESCRIPTION *OCCUPANCY — RESIDENTIAL, GROUP R3 * CONSTRUCTION TYPE — VB 1ST FLR LIVING 1833 SQ. Ft. * MIN. INTERIOR FINISH - CLASS C * BASIC WIND SPEED - VULT = 160 MPH TOTAL LIVING 1,833 SQ. FT. - VASD = 124 MPH ENTRY 22 SQ. FT. RISK CATEGORY II GARAGE 411 SQ. FT. *EXPOSURE CATEGORY - EXPOSURE C LANAI 200 SQ. FT. *1-STORY RESIDENCE - * 2-STORY RESIDENCE -MAX. HEIGHT AS PER LOCAL AND STATE CODES TOTAL 2,466 SQ. FT. • STATE OF FLORIDA CUBIC VOLUME LIVING 15,54-1 SQ. FT. CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. AREA CALCULATION SUITE 340 WEST PALM BEACH, FL 33401 WIDTH DEPTH • STATE OF FLORIDA SPANISH (ELEVATION A) 50'-0" 46'-0" PROFESSIONAL ARCHITECT: LANAI 50'-0" 56'-0" JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO Rs I's HAVE BREN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. A R C H I T EC T S PH: 407-774-5078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 kill �oovvvovoo� 8 O C L SUBDIV. 79)LAKE OAKLAND(LOT MODEL: 1833 xXX00-00 PROJECT*: 2784.000 00009 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT STATE Of FLOR®A D 'E: 6/7/18 SCALE: 1/4"=1'— 0" HE= Cs ►.,.J OP 9 GENERAL NOTES ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE rLOHIUA_eullulrvu Cwe nwiuo '£ THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A. FLOOR LIVE LOADS LPSF) Al. SLEEPING ROOMS 30 A2. ATTICS W/ STORAGE 20 A.3. ATTICS W/OUT STORAGE 10 A.A. POOLROOMS 75 A.5. BALCONIES 40 A.6. DECKS 40 Al STAIRS 40 A.8. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS /PSF) B.1. ALL AREAS 10 C. ROOF LIVE LOADS " C.I. ** MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION (2017), D. ROOF DEAD LOAD /PSF) D.I. FIBERGLASS SHINGLES. 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E.1. BASIC WIND SPEED VULT. =160 MPH, VASD =124 MPH E2. EXPOSURE CATEGORY C E.1 WIND DIRECTIONALITY FACTOR (KD) 0.85 E.4. INTERNAL PRESSURE COEFFICIENT (GC -pi) 0.18 E.5. OPEN BUILDINGS 0.00 EA ENCLOSED BUILDINGS- - _ 30.18 3. 4. 5. 6. 7. 8. 9. 10. 16. 17. (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. 1 Rl, GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D AND H) OF THE FBCR 2017, 6TH EDITION. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK, ALSO SEE "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 WRITTEN APPROVAL FROM THE ARCHITECTIENGINEER. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS, THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R3012.1.2 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 MORS 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 8TH 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 MFMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL.SPACEES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEE® 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR ILL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 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 1 01 3. 4. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN. WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED, OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS -AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL,1 INCH MINIMUM RIGID NON METALLIC CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN''/. -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 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 PRIOR TO START OF THE BUILDER T BE 1'- 0" BELOWFINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF H 0 PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE 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 %z THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL, PLACE IN 8' LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557, THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS. STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE, THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR 18 TO VERIFY THE ELEVATION OFTHE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS CONCRETE 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301. AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM G33-03, MAXIMUM AGGREGATE SIZE SHALL BE '/!. 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS, LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED'/4". 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE. 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION, 9, FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ACI 530/ ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR. HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF Pm =1500 PSI. 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 318 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN ''/4INCH AND NOT MORE THAN %INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES. 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION.R6062.11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN, REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS,. ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318.11, 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO. OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1/2 INCH TO 2.25INCHES (13 TO56 MM) IN LENGTH, DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 Ig/m") IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.42 (1) OF THE FBCR, 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE. HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25". 5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25" WHEREVER POSSIBLE. 6. CLEARANCE OF MAIN REINFORCING BARE FROM ADJACENT CONCRETE SURFACES SHALL BE: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 1" B. CONCRETE EXPOSED TO EARTH OR WEATHER: BA, #5, W31 OR D31 AND SMALLER T. C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.1. #11 AND SMALLER ?" D. BEAMS & COLUMNS: D.I. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1%:" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OE EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELECTRICAL , 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA70, NEC 2014 EDITION, 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125•VOLT, SINGLE-PHASE,15-AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL, 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE. THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE(S) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE, Tilmoco 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: B.I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: CA 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 Z ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 O MIN. MACHINE GRADE LUMBER, UNO. A. Fb=1,100PSI Fv=176PSI E = 1,400,000 PSI S. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS, 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. S. MINIMUM NAILING PER FBCR,6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS, 6. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD, 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FORASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD SHEATHING, PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN WON 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" CDX PLYWOOD OR 15/32" APA-RATED O.S.B. SHEATHING, PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10. FLOORSHEATHING SHALL BE STRUCTURAL GRADE'W SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALLONLY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7H6' OSB EXPOSURE-1 ORY/2" CDXPLYWOOD OR 15/32" APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12, MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #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 OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES, CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 3 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 ANSI77PI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "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, CONSTRUCTION DRAFTSTOPPING TO COMPLY W/FBCR, 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLECTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE U CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED $O THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9M2). 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. @ 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 10"F CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. * PIPE SUPPORTS SHALL BE A MAXIMUM OF 32' HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) * CONDENSATION LINES SHALL BE MINIMUM%' PVC (SCHEDULE 40), INSULATED WITH Y,' AMAFLEX. 3. CONDENSATION LINES SHALL BE MINIMUM''%' PVC (SCHEDULE 40), INSULATED WITH %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. 8. 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, 6THEDITION (2011). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS $HALL 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 Y2" 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. Z STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: -- ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS - "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS - PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS - WEEP SCREED DETAILS - CONDUIT PENETRATION DETAILS - CASING BEAD DETAILS - DRIP EDGE DETAILS -- CANTILEVER DRIP EDGE DETAILS - CORNER BEAD DETAILS -- WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 7 IN. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7,10.2.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 71N. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7,11.1.1 OF THE ASTM-C-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS, CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 A R C H I T E C T S De si n r Inc. G e 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 EE" W O F, U F W h Q � a C A ti b co F A Acq 0 sUBDIV. & LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 XXX00-00 PROJECT#: 2784.000/00009 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT O STATEF FLORIDA DATE: 6 /2 9 /18 SCALE: 1/4"=1'-O" SHEET GJL �YT OF 9 JUL 10 2018 u GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. 2. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A FLOOR LIVE LOADS aSF1 A. 1. SLEEPINGROOMS 30 A.2. ATTICSW/STORAGE 20 Al ATTICS W/OUT STORAGE 10 A4. POOLROOMS 75 A.S. BALCONIES 40 AA DECKS 40 AT STAIRS 40 A8. ALL OTHER ROOMS 40 B FLOOR DEAD LOADS 1PSF) ELI, .ALL AREAS 10 C. ROOFLIVELOAD� -- "'� C. 1. ** MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR 6TH EDITION (2017). D. ROOF DEAD LOAD IPSF) D.I. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E.1. BASIC WIND SPEED VULT. =100 MPH, VASD = 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 EA INTERNAL PRESSURE COEFFICIENT (GC_pQ 0.18 E.5. OPEN BUILDINGS 0.00 EA ENCLOSED BUILDINGS t0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD (PSFI F.1. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE RD AND H) OF THE FBGR 2017, 6TH EDITION. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES AREFOUND 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHTECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWING/CONTRACT DOCUMENT REVIEW BY BUILDER' NOTE ON COVER SHEET (CS). 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDINGADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHTECTIENGINEER. n. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. 10. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). 11. ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. 12. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE AWINDOW OPENING CONTROL DEVICE THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL BTH ED. (2017). 13. WALL AND CEILING FINISHES SHALL HAVE AFLAME SPREAD INDEX OF NOT GREATER THAN 200 PER R30270.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 14. WALL AND CEILING FINISHES SHALL HAVE ASMOKE-DEVELOPED INDEX OF NOT GREATER THAN 460 PER R302.9.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 15. INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLEDWITHIN FLOORICEILING ASSEMBLIES, ROOFICEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVER FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. PER R302.10 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017), 16. ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM TO REQUIREMENTS LISTED IN R102.3.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). 17. CERAMIC TILE SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN R702.4.1 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR 180 MPH MIN. WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER FBCR BTH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY 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 1 318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS- AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 3, AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINI MUM NO. 26 GAGE (0.48 MM) SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER FBCR 6TH EDITION (2017) SEC11 ON R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 'A -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL K40TA13LE 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 TIE SEPARATIONSHALL ALSO BE PROTECTED BY NOTLESS THAN %-INCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON•SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN -SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION 3. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALL BE i'- 0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BULDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PPoOR 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. 4. FOOTING EXCAVATION'S AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED INACCORDANCE WITHASTM D-1557. 5. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 6. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'6 THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 7. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL, PLACE IN 8- LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE NTH ASTM D1557. THE BULDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 8. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 9. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 10. EXCAVATIONS TO BE A MINIMUM OF 3'- 0' BEYOND NEW FOOTING LINE. 11. THE GENERAL CONTRACTOR MIST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 12. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVINGJURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. 13. SWIMMING POOL,DECK,SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEEIWD SHOP DRAWINGS. CONCRETE 1. ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST EDITION OF THE STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301, AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03. MAXIMUM AGGREGATE SIZE SHALL BE W. 4. PROVIDE MAR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED W. 7. FROM DE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 01NCHES 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 SECTI O4 R311.3.1 IN FBCR, 6TH EDITION (2017). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE FROM SIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 4021 ACI 530/ ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE 'N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90.0617, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500 PSI. 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 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. 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R606.2. 11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (LINO). 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 112 INCH TO 2.251NCHES (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 MANUFACTURERS RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY NTH ASTM Cl 116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2.4.2 (1) OF THE FBCR 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25", 5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25" WHEREVER POSSIBLE. 6. CLEARANCE OF MAJN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES $HALL BE: A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH T B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.I. #5, W31 OR D31 AND SMALLER 9' C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.1. #11 AND SMALLER D. BEAMS&COLUMNS DA PRIMARY REINFORCEMENT, TIES,. STIRRUPS AND SPIRALS 1'h" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. ELECTRICAL 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/ SPACES SHALL HAVE AROFAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICIENT PER F13C ENERGY CONSERVATION, BTH ED (2017) MCI. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE. THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE(S) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE. AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE, TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY NTH SPECIFICATIONSAND CODES MODIFICATIONS AS SPECIFIED HEREIR A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) S. NATIONAL FOREST PRODUCTS ASSOCIATION: BA NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU C. 1. STANDARD GRADING RULES FOR SOUTHERN PI NE LUMBER D. TRUSS PLATE INSTI TUTS: D. 1, NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. APA- THE ENGNEERED WOOD ASSOCIATION: EA. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN) MACHINE GRADE LUMBER UJO. A - Fb =1, 100 PS Fv =175 PSI E = 1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED T0, RAFTERS, VERTICAL STRO4GBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYPR (SOUTHERN PINE #Z) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPCSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NNUNG PER FBCR 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. SHALL HAVE MINIMUM 2' SOU NUTS WHERE IN TACT I WOOD, 6. ALL BOLTS ARE STANDARD CUT WASHERS UNDER HEADS AND/OR NU CON WITH 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS.. SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 112" COX 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, SHEATHINQ SHALL BESTRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8"CDX PLYWOOD OR 15/32" APARATED O.S.B. SHEATHING PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN IV ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING 10. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE %f SLBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED, ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD OR 15/32' APAARATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SO. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP R. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AS DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AS DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AS DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHTECT. 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 REGSTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. M 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 ANSUTPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO U360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE UMTED TO L/240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SI MPSON' STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS°NJAILSAS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: INCOMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9Mfl. MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B 160MPH/C 16OMPH/D 2X6 STUD SPACING @ 16" O.C. @ 16" O.C. @ 16" O.C. 22. INVENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITICN (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC. OR 2.2, PEX CONFORM NG TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, 6TH EDITION (2017) " PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F $76, ASTM F 877, OR CSA 8137.5 PER R2906.4 * FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. " PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1" PER 100' OF LINE WITH EVERY 10"F CHANGE IN TEMPERATURE. BECAUSE OF THS, 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 W PVC (SCHEDULE 40), INSULATED WITH W AMAFLEX 3. CONDENSATION LINES SHALL BE MINIMUM %4" PVC (SCHEDULE 40), INSULATED WITH''" AMAFLEX. 4, SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 0, 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). 0, 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. % 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 XO GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 OXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2, STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTMC926 3: LATH & ACCESORIES PER ASTM-C-1 063-1 1A & R703.7.1 OF THE FBCR 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED T0: ALL STUCCO CONTROL JOINTS •- KICK -OUT DETAILS -- "L"FLASHING -- HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS -- VENT PENETRATION DETAILS WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS CASING BEAD DETAILS -- DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-CIO63.11AAND R703 OF THE FBCR 6TH EDITION (2017) 4, LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM01063 0, WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 71N. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTWC-1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING WITH PARTICULAR EMPHASIS ON EXTERIOR CAULKING. AND SEALANTS. IT IS ASSUMED THAT BOTH BUILDER AND HOMEOWNER KNOW OF THE IMPORTANCE, THE REQUIREMENT AND THE EXPECTED LIFE -SPAN OF CAULKS AND SEALANTS. CONSTRUCTION OBSERVATION 1. CONSTRUCTION OBSERVATION SERVICES CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUPS SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUPS SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDERS/ CONTRACTORS PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER, THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE. 05/18/18 A R C H I T E C T S /f Design Group"Ino. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r amumu �000000moo, SUHDIV. & LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 XXX00- 00 PROJECT*: 2784.000 00009 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHn ECT- 3TAT OOF FLOFNDA M 6/7/is S ::1/4"=1 sm" SECURE STRAP TO CONC. W/ (2) 3/16'x2' TAPCONS 3 In' TI SIMPSON WEi ROLL STRAP OR EQUAL CONC. SLAB SECURE STRAP TO UNIT W/ l2) •8xl 1/4 SHEET METAL SCREWS A/C CONNECTION TO PAD DETAIL S'TUDOR AUTO-VENIT I r2' r 2'� j L,�2, I I z1 wc 2 to 3' $TUDOR t AVM -VENT 3� 1 KITCHEN SINKS 2' 100, � I AUTO VENT • I � �2 21 LAYS i Y 3' WA 2' 2' �2' 2' 2 WC� I 3' 4" INWARD CLEAN -OUT 4' OUT -WARD CL EArW-011r q41 PLUMBING ISOMETRIC (SEWER) O b - <•c 3 In' C-ONC. SLAB I5'-3" 20'-0" II'-q' � )I N 14'-3" C 3/4' CONDENSATE LINE _ I � f f� )I ff of � fff ®f ff t off V 3'-9, r r 24'x24'x12' CONC. FTCx W/ (3) i5 REBARS EA WAY ON CHAIRS MR 3' COVER if, NEI 9'-6" TU5/ 5'-5" Gil L�J i EDGE LINE lip II DI 31'-9" 3 I/2' CONc., REINFORCED W/6"W41.4xUA ON 6-MIL POLY ETWYLENE VAPOR 6ARRIER ON /--tIELL-COMPACTED CLEAN FILL ,b0'-0' FIN. ELEV. FIN. GONG. SLAB T---- i - k®�ma� • SINK R�� 11 rt--� I II IIor r��I 1' PVC CHASE FOR ELEC. EXTEND SLAB 1 1/2' 3'-2" 7 DI -6'RECESS SLAB / FOR PAVERS 30'x3o"AT CONC. I— FTCs. W/ (3) is ■ REBARS EA WAY ON CHAIRS MR *-3 — 3' COVER — J — — ■ ■ ■ ■ (PAVI FOUNDATION SCALE: 1/4 = F-0' ELEVATION 'A' 24'x24'xl2' CONC. FTGs. W/ (3) 45 RE54RS EA. WAY ON CHAIRS MIN. 3' COVER (3-TYP) �n v j t�l r — — 10xx r L — — 2'-10n 3'-211 6'-0" � I 3'-4" DI L — — EDGE LINE -0" 4'-S" 8'-8" 0 n Il' A R C H I T E C T S rn: 9u /-! ! 4bU /8 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �II'lll"II L\0000000001 BXYBDIV. de I.OT: OAKLAND LAKE (LOT 9) MODX!Xa 1833 MOO-00 PROJECT#: 2784.000/00009 PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHITECT- STATE Cr- FLORIDA ;' 1olB D E: 6/7/18 CALM: 1/4"=1'— 0" SHEET 1 or 9 n 12'-1" 11'-5" 10'-9' ■ ■ ■ ■■ ■ ■ on ■■■ on ■ 'v 26' -2' t 26'-10" r � 32'-10' 0 "� ■ 39'�'i" � (V N N ■ Y— N N — i (Q ■ � N m m ■ i0 �p m 0 ■ ■ �r ■ ■ ■ ■ ■ 5'-0" ■ Oil ■ 8' - 5' 01 ■ 3'-3" `" m Is ■ ■ El 31_4" ■ ■ ■■ ■ 8_6 18' -10" 20'-2" DOWEL FLAN SCALE: 1/4 ■ I'-0' ELEVATION 'A' A R C H I T E C T S FAX:407-774-4073 www.abd esigngrou p.com AA M 0003325 rOak �voovovoo� BXMDIV ee LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 �00-00 PROJECT#: 2784.000 00009 PAGE: DOWEL PLAN 160 MPH EXP. C ARCHTECT- STATE OF FLORIDA JAMES CANTWELL AR NO 12079 DA'P3jd: 8 /7 /18 SALE: 1/4"=1'— 0" MEET 2 OF 9 WALL LECsEND 8'-8' BLIC MR3. SWEAR WALL SEGMENT WOOD """E BEARINCs WALL INTERIOR: 2x4 WALL • 16, O.G, UNO. EXTERIOR WOOD FRAME WALL MR COMMUNITY SPECIFICATIONS, IRE TO TABLE NB3 FOR MINIMUM REGUIREMENTS INTERIOR NON -BEARING: RIRRING AT MASONRY }' WOOD FRAME WALL: 2x4 • • 24' O.G. OVER FOIL 24' O.G. MAXIMUM, UN.0 LOTT'S CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL NO. LENGTH TYPE COMMENTS L-1 4'-6' 8/22-5-lUUKOJL RECESSED L-2 5'-10' 8/24-5-(UU ML L-3 Il'-4' 8/28-5-(t MULL PRESTRESSED L-4 4'-6' 8/24-5-(UU/(0JL L-5 4'-6' 8/24-6-lUU/(0)L L-6 V-4' 8/24-5-lUU/lIX L-6A II'-4' 8/16-S-t1 W111L L-65 11'-4' e/�-8-(IAUlUL L-6C II'-4' 8/16-6-dl UMIL L-6D II'-4' 8/16-6-CUW IlL L-i -1'-8' 8/24-6-MUKUL L-8 3'-V 8414-8-t1.0 ML L-9 $'-10' SR4-S-lI,WlUL 4^%Tm4*91GT4d LINTEL SCHEDULE LINTEL NO, LENGTH TYPE COMMENTS L-1 4'-6' 8P22-05/IT RECESSED L-2 5'-10, 8P24-05/IT L-3 Il'-4' 8F28-I8/IT PRESTRESSED L-4 41-6' 8F24-05/IT L-5 4'-6' 8P24-05/IT L-6 9'-4' BF24-115AT L-6A 11'-4' 131=16-I5/IT L-65 IV-4' 8F16-15AT L-6C II'-4' 8FI6-11BAT L-6D II'-4' 8FI6-I15/IT L-1 i1-6' 8F24-I5/IT L-8 31-6' 8F24-05/IT L-S W-10' 8P24-I5/IT L-bB L-bC LINTEL PLAN SCALE: 1/4 - I'-0' ELEVATION 'A' A R C H I T E C T S 1991 IY. KVIYMLU K[MUAIY 6LVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � E 8 E 0 C SUBDIV. 7LAKE OAKLAND(LOT MODEL: 1833 XXX00-00 PROJECT#: 2784.000 00009 PAGE: LINTEL PLAN 1W MPH EXP. C ARCHITECT: STATE OF FLORIDA DATE:i 6/7/18 SCAfE: 1/4"=1'-0" SHEET 3 OF 9 I SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS oocr ACT 11-I INITc1 4 4AFF I nADS (LBS/FT1 ® - Ci]] '19eNN R°Y.NrwuWLat ®®®Om®IyII�Ia� §E"WWv':,as'ic: YMMmiw yH\A ioNNID\1�e1'VVI4YB M1uBaX~'WN9 ry�®� WV�I�N\"NWYSICI6 l" :.ia VITO WY 000 Illili�®��®®I II�IIIIIIII�IIII�IIII®III®6� ®•tied `�a " .A s�:.)�d ' "�"".. ©©©©©©© aT'nT.-�`s�#°aa4.a aft R( u1t C2 ®®WW�®�Px®Y6dh®1WWYa�wdYP©M6YN"mNNWNgY ®WPPiluo3iMY3PdW" gWia -iWdP?SHHmYrv'Y11vi.NNm�iA1Sr 4 - a ®®® �III®ill�ll®III�II®Illfc�ll� r aN``�"•'e''6'a'dr�w��`taw �:�i�"ni��A' a:strA.,,4%�' ®IIIIppI®y�µ�®�rypIlµllyll�'��yy�ylllllr'�IgIIvI�Ip®�q(yya®®®® hPN1 - VdtBmrl IATha%1NN,i`+: NdW�. flN.Y v'� SM..WSAAMM�91v ;III®IIII�IIIF�IIIIII�IIIII�IIII®IIIII� ®®® ®�IIIIII W�IIIII�®I®®��® n 'YME man RON XqM ®BW®EM 4N4\NV4®�®®®®'I ®�N®®$SF'M=NfligVB4 )r' 0®®® ®®®® ®dam eft®®®d®®®® IIi®ar.=Nlr� ®® '©®� 0,®��� ®®®® 10 ®}0 ®yam®I�II®y®®� st, �g®gip rya'yV�pm�ly eI aYn^XY@IRWA'.M1+�;•.�aNY �P9Pi4:� A�ARAl.>NNM� a^ a.Pc AFT tun^ RFCFP.S DOOR U-LINTELS SAFE LOADS (LBS/FT) emu 11 ®®®NgXP®y�y�y®�gy�p�yy®h,� Y! 4O � Y M �MMM NS'1 'oWfX d MM�'CA =t 'iM 'Ix 4, Imn� ®m®`mtry@yY 0®A �®y�Fyqp'®' -�Qgy�®yyog®q X �� In saw 4^ZT1154^4GT1t LINTEL SCHEDULE 114TERI ALS 1. F'c e" precast lintel - 4000 psi 2. F'c pre&treeeed lintel - 6,000 psi 3_ Grout per AST" C416 re - 3000 psi w/ maximum 3/5 inch aggregate 4 S to II Inch 6lump 4. Concrete Maeorry Units (CMU) per A511-1 C90 w/minimum net area compressive strength - 100o psi 5. Reber par ASTM 4615 grade 60 S. Prastressing strand par ASTM A416 grade 270 low relaxation 1, Mortar per ASTM C210 typo M or S GENERAL NOTES I. Provide full mortar bad and head Joints. 2, Shore filled Iintals as required. 3. Installation of [Intel must complS with the architectural and/or structural documents. 4, U-Lintels are manufacturad with 5 112" long notches at the ends to accommodate vertical call reinforcing and grouting S, Reference the CAST-CRETE Load Deflection Graph brochure for Ilntel deflection Information. 6, Bottom field added raider to be located a the bottom of the lintel cavity. 1, 1/32• diameter wire stirrups are welded to the bottom steel for machlaril"I anchorage. S, Cast -In -place concrete may be provided In composite lintel In Rau of concrete masonry unit&. 3, Safe load rating based on rational design analysis pan ACI 315 and ACI 530 10, The exterior surface of Iintals Installed in exterior concrete masonry walls shall have a coating of stuI applied In accordance with ASTM C-286 or other approved coating. it. Lintels loaded slmultanaously with vertical (gravity or uplift) and horizontal (lateral) loads should be cKsocked For the combined loading with the following aquatlon: Lw'ill d vortical ads Agplled horizontal load 51.0 $afe vertical load Safe horizontal load al load ca acat T, AaI Astor p y can be btaine addition l r the designer rs providing additional reinforced concrete masonry above the Ilntel. Sea detall at right: m P SOOPSI SEE 54FE LATERAL LOAD TABLES FOR LOAD RATING; FOR EACH ADDITIONAL REINFORCED CMU FULL COURSE 2° CLR TYP (2) e5 REBAR . '•' s GR40 or GfI SASE L04D TABLE NOTES 1. All values based on minimum 4 Inch 'I. For cempo&Ite lintel heights not shown, use safe nominal bearing. Exception: Safe loads for unfilled load From next lower height shown. lim is must be reduced by 20% If bearing length is 8, For Iintals lengths not shown, use safe load from labs than 6 1/2 Inches. next'0 cot larlgth shown 2.- NI = Not Rated S. All safe loads in units of pounds par linear foot 3. Safe loa66 are superimposed allowable loads. 10. All safe loads based on 61mply supported 4. Sgf@ loads based on grade 40 or grade 60 field span. r9Ear.. II. The number in the the parenthesis Indicates the 5. 01 wl mbar may be substituted For two 5 rabars parcant reduction For grade 40 field added In 6, [Intel. only mbar. Example 1'-&' Ilntel typa 8F32-I15 safe 6. TH@ designer may evaluate concentrated loads gravity load - 6412<s, w/ 15% reductim 6412 frtm the safe load tables by calculating the (.85) = 5501 plf mA%Imam resisting moment and &hlear at d-away from Face OF Support. "rPE DESICxNATION �F = FILLEDD WITH GROUT / U = UNPILLED cc�� 1 // f BOTTOM OF LINTEL BAR 7'TT' ,J�1ro-1E3/1T LLIANTITY OF ^5 REBAR AT TOP LINAL HEIGHT NOMINAL WIDTH 05 REBAR AT TOP MIN.(1) REO'D 1-1/2' CLEAR �i Q J Z GROUT _Z �p a5 REBAR AT BOTTOM - • • OF LINTEL CAVITY BOTTOM REINFORCING T-5/e'ACTUAL RROVVII IN LINTEL (VARIES) 8' NOMINAL WIDTH SAFE WORKING LATERAL LOADS (PLF) 8" x 8' LINTELS LINTEL BA E LATERAL LOADS (Ml Toml A.Qtx 79s sa. PLAN BYB' WUIP 2'-10' Reset me 5954 Y-6' Resat as 2310 4'-6 Flared BH E14 4'-6' ReNN 630 /66 44 FleceN 5a6 Na ReWet (46 5B6 5'-IV Rs.IA B43 I 6'-4' flac4et bd4 TX,4 6'-11 flaalt 612 230 b'-B' Frmtut 513 1111 1'-6' R.A 446 93B luv Flaunt 425 N4 0'-6 I all 014 6'-4' RsssN 354 14 V.4' Reraal m so 10'-6' Reset E2 463 11'-44 Rscet ED 62D D-0' Fr..,t 164 IUM Q14' Fr.r .t 143 WN D.A. Rsuet 116 /N µ'-V PRIA"t R. Al 14-6 f}eNramd NA 341 to ReW NA 302 IE'-4' R®vexa4 NA 2D 19'-4' T6 20-V Fe,l,ressa HA 5S 21'.4' Rrtrwed NA 91 22'-4. RwUaeed NA. II 24'-V Ratreeed NA. 93 I.R. - IM Rscanao'ad LOTT S CONCRETE P.O. BOX 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL SAE LATERAL LOADS (PLF) T,,ulLmgth Ty- B' DOOR HEADER PLAN B' DOOR 141l SOLID 3'•5' RauN 114 20, 4'-V Pissl t so 16TI 4'.2- Preset Bbl 521 4'1' F.ot 15B 1366 414' Frc 1a1 659 1165 Vo Precast &So ITT 6'-1. Prxeat 504 W4 143. Praceet 411 101 9'-B' Preset 2ft as aMrm ..al 'r• y ..� W pW Y6- � y5r ar�s�SS�r" NOMINAL WIDTH/HEIGHT OF LINTEL r- PLAIN OR SOLID LINTEL [8116-P-#UI#L] No, OF ADDITIONAL #5 BARS IN UPPER OR LOWER LINTEL CAVITY GENERAL NOTES= I. CODES I.I. FLORIDA BUILDING LADE (RESIDENTIAL, 6TH EDITION (2011), SECTIONS R4022 4 RI 12. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS 19012 4 2101. 13. BUILDING CODE REDUIREMENTS FOR REINFORCED CONCRETE (ACI 318-08). 1.4. AMERICAN SOCIETY' OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (AECE 1.10E 2, CONCRETE: 2.1. CONCRETE COMP-RES61YE STRENGTH AT 28 DAYS: 2.1.1. PRE -CAST W16TANDARD REINFORCEMENT-4000 P51 2.1.2, PRE -CAST W/FFIRESTRESS RE NFORCEMENT-6000 P51 2.1.3, GROUT PER ASTM C476 - 3000 Pei W/ MAX 3/8- AGGREGATE, 8' TO II' SLUMP. 22. REINFORCING BARS: 22.E STEEL PLAIT.@D IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A66 (GRADE b0) 222. STEEL IN LINTEL AND IC40CKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). 23. PRE-5TRESSED STRANDS ASTM A416 1-WIRE, STRESS RELIEVED 210 KIN 2.4, DETAIL REINFORCEMENT IN ACCORDANCE UT14 ACI NMI TABLE No. 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS CLEAR SPAN LINTELTYPE LNTEL STEEL UNPLUD OPAY17 CAPACITY Oft lam GRIYITT CAPACITY (Al. (mu IIPLFY cAIX" ML (115U '"LIFT CARALRY nnL (2m I3LTtDM MAR T(P BAR GRAVITY CAPACITY I'-6' FRECABT (2)R (2)n 4246 1809 I&M al � 2'-2' FRCABT R)R (2)4 S/8 A3t 3831 dB5 40BPRECAST 14- R)R (2)4 III 111E mi 3386 33M6 3-V FRUAST (2)R (2)4 U43 Abb 265 2ba5 26 3-4" FREGA5T R)R (2) R D32 2 i R0R 291 2421 4-1 FRGAST (2)9 R)R M loan µ51 NO 131 4.6' FRECAST R)9 R)n a60 1423 1423 µ10 Ion 5.0' PRECAST 014 O)q 140 TO 120 Qµ NW* 4,.,-5.2' 1 PRECAST 0)4 Me 1 is 1 na Q32 INS 1 1348 54. T R/4 621 on IN 169nbll'46 • V-2' FREI (2)4 R)n 510 99I 0 W-4- PRECAST (L4 R)n 551 Gn 969 6'• - k-8' PRECAST (L4 a 51a 9x 902 I 6'•4' 141 PRECAST (L 4 W n 48B all at9'4'0'-0'FRECA9T (2)14 (2)n 416 726 126D'-6' Y4' MC46T (2)4 (Ln 354 66 6155'-4' 10.0' FRECAST (L5 (2) 5 V5 %1 561 V-8' FRECA5T (2)5 (2)9 292 5ffi 525 211 Do) Viol 5-2' PRECAST (L5 (2)A 211 4W 495 251 so W" Q -1. PRECAST (2) 5 (D 9 255 458 4b8 219 441 µ'•0' Q-8' PRECAST (L5 l2)5 G1 AND 430 1W as 10 U-4' PPEb11EC9ED 014 (2)9 NR 418 410 230 446 16'=4 14'-0' FREbIRanD mti (2)n NR. 318 319 210 401 T-4 Ib-0' PASPREantl a)4 (2)n NR 2W UM 163 312 1 -4 IB 0' PRnTR%ED (L5 (L5 NR 44 44 131 34 iD'- IB B' FFESiRESSED IVI$ IV13 NR 201 201 IL 231 i •4' 1I-0' FRESTRenia. (25 111 NR. M DO ei wo 20'-B' PRE6TESSED IV5 (2)13 NR 164 µ4 ED 1% 7d'•0' 2t'-e' PREBIR,So R/5 R)9 NR fD IN 54 W3 NR- Non rgca'araroEo TABLE No. 2 REINFORCING SCHEDULE & LOAD CAPACITIES WE WORKING LOADS (PLF) 8- X IV COMPOSITE LINTELS LINTEL LENSiN CLEAR SPAN LIMPTPE LNTEL6TM GR4VIT1 (OnL fPeU l GRAYIT( (GS.CII TU UPLIFT fnL(inuL(ITY UPLIFT (I5f EoTTo TCFRAR T 4 2 Iowa Iowa 10000 COW 3'-6' 2-2' PRECAST (2)n (L4 5931 bmm0 0000 Cow 414' T-8' I#CAOT (2)n 0)R 4201 10000 513% ;woo 4'4' 3'-T FREI f31n 21 -321E 9161 65W com 3' -4' T f n 2) l2 N4 84H 9 1�00 F 4'-0' CART (VI 643E 4471 101 W-W 4'-6' PRECAST 2) 39t3 DOT Mae I 6-4' 5.V PRFCA51 (2)4 0)4 41S a8 2982 "I 6.6' 5.2' FRECASi W-4 (inn M34 SmA 3b 451 1.1. 5.4' PRECAST lL-4 (VT 31U 91E 2653 ME 1 V 6 2' 1 MCAo7 (L4 L4 251 7050 MIND 111. 6 4' 1 PRECAST (2/4 (Ln miss 1196 1932 Ml 6-1. PRECAST (2)94 (2)R 25N 208E 1154 2T 1'-1. FRECABT (2)4 MT 23W 23% o00 2566 9'-4' B'-6 PRECAST R)4 ()R Pis all It>e Ni55 10'-6' T-7 CAST )4 (2-2 1621 162E 941 s% II-4' Id-' REG46T MS Me 1455 1465 195 Fi04 12- -0' PRECAST (2)5 M5 Ea KA 691 on 121V II'4' FR'.CABT (2)9 129E 129E bud I Q98 3'-4' 1'4' FR CA51 /D 5 (2) 9 1144 1144 Ia? 1.1. I2-0 PRECAST (2)5 (25 1101 Woo 486 lop -1-NQi µ'-0' IB'-4' STFE D (L14 (2)R 1419 1415 451 903 W-6 PRESlIE55ED a) O) V 129I 129E 411 X3 YI H' 161-V PR5TREb5ED I2 4 (1) n a6 Sa 641 E-4' W-0' FRIARFas D WS (2)5 165 105 5 REs11ff5& P (2)5 11J9 129 12 24, 419 11'.4 26-D' 8 Iv (2)9 22'-6 36-8' 0 f2)5 (215 9 14'-0' 11'-0' PPE61FE80 (2)5 (2)9 451 451 I6 330 TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (FILE) 8' X 20" COMPOSITE LINTELS LNML LENGTH CLEAR SPAN LINTEL TYPE LNIM STEM GRAVITY CAPACITY (VIBE (19% GRAYITT CAPACITY (111 NVU UPLIFT CAPACITY (09L (TAU UPLIFT CAPACITY (p5L (95U POITOM EAR TOP PM m 0 RffCA6T (2)n $ 1646 JOOOO 10000 16m90 rz-B' PFECA5T (2)1 (2)9 nC3 Iwoo 10000 1=0 •N' a-T FRC45T o)I W 4H2 Immmm 041 I000m 4-' 3.4' PRECAST (2)R (2/n 3193 1000m lam m 4.0' TECABi F (L$ (Ln 6239 1090m 513b 3re0D ••A 4.W RECAST Mn (2)n 51 81-m 4661 9244 B'V RECAST (2)4 2 6152 6162 566E 1W 9'-2' T (2)4 <2Jn 630 6250 D645 654E PRECAST Sao Ssi6 B/41 V-2. PRECAST L Wst ME 43Q ADE 26% 4iM 4503 W-W 6'-4' RECAST 1 258E d2B2 6'-5' FFECA9T (21 (2)1 11 3130 3130 1 3B89 T-6 RECAST (2)4 3430 101E 356E T lL 4 2N70134 221E 221E K 22M f72 Y•3' T 2 Yell 221E 3 M 2253 16.5E RECA61' (L Me 12) 954 1954 103E 2009 l0-B' RECAST (2 2 1119 119 910 IB2B 11'-8 PRECAST W. <2)9 1661 166E No ❑01 I2'-0' PRCA6T (2J5 (1 150E 150E 113 µ14 ' It a. CA i (L5 L'99 1399 636 1323 -4' FR8 O14 (2TV- 1093 INS ; I21 .4' 140 REST P R)% 7 1124 9 11 •4' 16'-0. FR6TRES 14 f) U30 4n W4 -•4' a-0' 1RBBED R/ Ia53 a 334 659 E'-6 PRESTRESSED O 5 O19 919 9l9 Bla 66 28-6 PRESTRESSED (L5 xa 690 2 PREBTREB9ED <a15. (2 9 TV 191 *1 261 601 _.$ m-. 9-8 (2J5 699 6(1'. 6 2B 41 TABLE No. 4 REINFORCING SCHEDULE & LOAD CAPACTES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LNIELTTPE LINTEL STEEL GRAVOY CAPACTT f015L (U9Q GRAVITY CAPACITY (AL(I Wl CAPACITY (ESL 11I UPLIFT CAPACITY (MU O)SU BOITCM BAR TOP BAR 2 I0' -1. P to= a- 11-1. PRECAST (2)n ml Y361 10000 Wave, I0000 4-®' Z-S' CAST (Ln (2/R Ann 10000 feDeO 10000 4'-6' 9.1' CART (2)R fLn 5014 �09® IBD00 10¢00 4'4' 3'•4' RECA51 (2)R C211 4653 b00m a63 10890 5'-4' 4'.V PRIFCAST (L9 (2)n 1698 WWO 1051 Wood 5 •m' 4-6' PRECAST (2)9 -72TII 623E 10000 5136 WOOS, 6-4' 5.6 (214 (Ln 910E Uwe 4154 58 T O)% (2)n an 1000C 44BI M13 0114 940E 423E 041D 111. T 0)M (L4 Me (2)A 641 314E 611 1-e' 04 T f2Jn fWD 5330 24 3006 B'-0' VIV PRECAST WN O)4 536T B 6 5 3 I6163 ll 6833 T-V 1'-1. PRECAST 2)4 f2)n 483E 1 3555 V'4' 9'-4' B-2. PRECAST (2)4 Ln PB1 3098 11.4' 3'-2' FRECMT (2)4 fain 293E 2031 MI 163E 510 3025 1T- I0'-0' PRECASt (L5 (219 353 Ail PRECAST (L5 --Tv9 NC5 n 2306 I 229E nFi V-0' 11-b' II-T PRECAST (t)5 f219 2H1 114E Lw µ23 E039 U-4' 12.0' PRECAST ft)5 (2de 1316 192E so 521 44' D-B' CP6T (L5 lL5 nia ilia 1ST W35 13-4' pnoTmw (2)sl Ou 12345 na 6a W3 H-8 "55TREM M4 R AD& 21DO No 111 R4' S'-0' PRE011RE89ED (L4 R 658 1650 464 IB Ei' IB'-6 PRE9TFE96EED R15 (215 _ 10 1910 311 135 V'-0' -6 PTESTR R1 ( 341 6B6 2-4' W'-6 PRETFISED 2) 10 US 1 06E 304 I 2-0 20'-V fIlInTRENED) RJ9 1 92A 563 24'-0' 2;'-6 rReffawat, li 215 0J9 B4 .1 239 473 TABLE No, 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8' X 28' COMPOSITE LINTELS LN{€I. LMM74 CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY III (115U GR4YITY CAPACITY (V5L (i5u UPLIFT CAPACITY YDEL nnu UPLIFT CAPACITY GIRL (215U POfTOM PAR TOP BAR FRECABT M9 IA080 ;DAB® I0 - 2-D PREWT GOV (L4 1916 IE'BD0 o m0 iL,0- 3-2' FRI (2)n )R 6001 IABDO VOP0 1096D 34m RECAST (2)n W4 56M III OEM WOO 4-e' FREI (L5 arm On WOO {4' FRICAFT R)9 ) ImSIDD 60E6 WOO d WO PRECAST M 4 (2) 9 WOVE 6641 100¢D 9--2' MRSCAlm fV 4 (2TIT_ 102I0 9315 10000 9.4' FRICAST R)4 R)n %a ones 5WI 000D 6.2. PRECAST (L4 Mn I 1400 9961 3048 it 6.4' PM09T (2) k (2) n 1054 9I68 560 1326 ' PRECAST (L4 (2)n 641% 189E Az 6661 t-0' RECAST R)4 W1n I 6933 Ma 6051 ' VS. T R)4 (2)n 4361 BDb6 2355 410 16.6' 9-2' PfECA6T 04 (2)n 3516 3844 a;T 3663 Ii•4'I FREI Ms (2)9 3140 32W P21 3090 m-0' PRSC4T (2)5 2990 293e as 2ln III PPECAst MS (2)5 21E 2118 QR 2499 210' PRECAST R) 15 R) 24µ 24K 1049 211 11.1.FRECQm W5 ()9 nib 2M 01 1941 It I PRESTRESSED up 2511 261E 176 1431 • µ -D' PRESTREMED 04 ) 261b 26µ 663 " 1312 µ MAI 20 2M 56 102 1 "O w (2)5 wi son U B6 IRNSTFEI (L5 f219 i496 µW 365 1" 1 •'' 20'-0' R)5 fL3 U 669 20'a' FtE61RF9SED R)5 f219 Q22 Q22 Nn 629 a?'-B' pFiB f2)9 R/9 IIµ bid 266 61t TABLE NO, 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" LINTELS LIKED. LEON CLEAR SPAN LINTEL TYPE LINTEL STEM -PLAN GRAVITY CAPACITY GRAVITY CAPACITY CV eL (M GRAY(IY GMACITT (IXL GAU III CAPACITY Ba6L (Im IIPLrT CAPACITY (DI BOTTOM BAR TOP BAR 2.2' PRECAST III Wn ED an 24W 24W - 2 V RECAST My (xI 119E 1,125µ3 9 569 9 1' FRECAOT 019 1 15 µB9 3 4 PRECAST OF m ivel Dal Ins 4 4 0' PRECAST bfe 930 93D IIµ 119 ' 44' f (11R 51I IN 009 93B W& - • F IY PR (DI 484 lot TO B6Z - 11' T T6 1E I 5 :6 s4- PRECAST R 459 AIS W 6 1'PRECAST TM3B1 SB6 661 -8' b 4' PI(2)R 315 669 W641 T':6 6 V PRECAST (Lit sSb 836 CBS 609 ,4' TO PRECAST 4 (114 334 B0I WI 616 4' FRI )4 (Lit 36 A 33931b 4% PRECAST ( (t)n 9 311 3T4 3a AD D-v FRECA57 a M aIB MI5 in III FRECA01 a (L.9 202 202 702 1`5 II-1 PRECAST 190 143 143 Bt 13B Ep D V PRECAST al 191 E3 50 50 12-0 FRECA9i Wa Q 160 it TABLE No. S REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) -8" X 6" RECESS DOOR HEADER LNTEL iH CLEAR 64M LINTEL Tt'R LINTEL STEM 1B:ILLED 4RANtt C,A'ACI Y GRAVITY CAPACITY ILSL (0)'6B GRAY CAPACTY Oft DOW UPLFI CAPACTY Ill N6U III CAPACITY N51. R/6U � DAR TOP EAR q 360 4 4• 2y i (VT M.? IDI 3 DI 4'-2: 2'- PRECAST O)4 (2)R I" We 520 TIE TIB 4-Ar q; PRECAST (2)R (Lit 963 1 1250 E% Inh 414Y F )R (Lit ­72711 W6 III d8 5% -T-.0 •. -4'- PRECAST M-5 S98 Us W IB03 0 6'-8' 9': PRCMT MAI ) 468 693 693 6BB 1� rRarwor (01 641 i )4 L 3E4W 4BD 3V FRECAbi 1 (2)s4 (2 2V 45 46 M 412 25. CONCRETING= OPERATIONS $HALL COMPLY UAT14 ACI STANDAl 3, MASONRY: 3.1. DESIGN AND CONSTRUCTION SHALL GONFOR'i TO THE 81F'ECIFICATION OF THE NATIONAL CONCRETE MASONRY ASSOCIATION AND AGI 530-06. 32. MINIMUM MASONRY UNIT STREFY;TH: PM 500 PSI. 33, MORTAR SHALL BE'TYPE S. 4. STRUCTURAL, 4.1. SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARMGA OF 3' (WITH A MINIMUM ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTION Re,06.14 OR FLORIDA BUILDING CODE RE5IDENTIAL, 5TH EDITION (2014), SECTION 2104.15 Id r•-(t) 05 CONTINUOUS - / rS-Xill KNOCKOUT BLOCK •a ' TOP EDULE SEE (1) /B CONTINUOUS r5 J 7/ ('hED OSTIR WELDED) RRUPS T 4'-0" x BOTTOM BAR SEE SCiEDULE (PRECAST) 9/14-SJ=c+) i5/(1) #5 B6lECAST z� l� (1) /S CON11N000S 4. / rB'X16" KNOCKOUT BLOCK •-- TOP BA765: ';.; "y. � SEE scNr� " ' 1) twI1nNUOUS .. a ♦eJ j; /�y UPS 14ED Ce FIR DW) T �'-O" II 8/16-S-0) #5A1) #5 PRESTRESSED 311' SR. TABLE No. 10 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 14- RECESS DOOR HEADER UN/EL iH CLEAR VAN LINIEL1nt LiNI10.6tEM WAYGY CAPACRY III (IMU GRAVItY CAPACTY (Ix (1 a DF RI CAPACITY (l SU OM IB'LPt CAPACIII (IML lLSR samcn PAR Top PAIR 3-0 •4 L 1I 9 4'4' 2'_rPRECAST 01 )R 10000 140 10009 4'-2' T=r PRECAST W 9)R 9266 $10 canr d'4' TO FRCAST O R R)R 36Da W53 bin '066 4'•0' 34.,F CAST R).R R) 3 6 5 550 12E 5,.r b'-4' PFEG BT (2)5 1 . 3 3711 &'-5' 5'-4' RECAST a) -4 TUB 2t3B NH i'-0' 6'4 CAOT R1-4 210 2 16A M2201 6-0' 1'-4' PREC T (V 14 OD D415'-5' 6-4' CAST (2)4 as µ96 9K Ill q 3a, A R C H I T E C T S LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigrigroup.com AA #: 0003325 r � �IIIII""I �000vvovvo� isu]Mrv. 89 TAT: OAKLAND LAKE (LOT 9) MODEL: 1833 XXX00- 00 PROJECT#: 2784.000 00009 PAGE: LINTEL LOADS & DETAILS 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA GATE: 28 /7 /18 SCAL. E: 1/41e=1'-015 SQ.FT. CALC.'S IST FLR. LIVING 1,533 50. FT. TOTAL LIVING ENTRY GARAGE LANAI 1,633 22 411 200 50. FT. $0. FT. 5Q. FT. 51 FT. TOTAL 2,41 50. FT. CUBIC VOLUME LIVING 15,li SQ. FT. COMPONENT AND CLADDWO WIND LOAM SAM WIND EXPOSURE FOR 3 SECOND GUSTS CALL • SOUARE WK/ SIZE ZONE 160 MPH WINDFOOTAGE DESIGNATION WIDTH 1 22 3068 DR 40' 80' 4 21.9 / -30.4 2 34 35-SH 53' (03, 4 31.65 / -41.11 3 112 16 0' 192, 84' 5 25.1-31313 1 / OHGD 4 11 25-SH 38' (03, 4 29.65 / -32W EGRESS 5 11 25-5H 38' (03, 4 29b5 / -3881 EGRESS/TEMP. 6 54 8068 SGD 98, 80' 4 2132 / -21388 1 33 (2) 25-SH 15 1/8' 63 1/4' 5 2630 / -36.18 EGRESS 8 22 2414 TRANSOM. 24' 14' 4 30b4 / -3220 TEMP. 9 34 35-5H 53, 63' 5 31.65 / -41.11 WIND DESIGN CRITERIA A. BA51C WIND SPEED MPH (3 SECOND GUST) VULT=IG.O / VA8D=124 MPH B. INTERNAL PRESSURE COEFFICENT=+,IS C. RISK CATEGORY=TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING FIRE55URE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, ii ED. 1201-P ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0.6 TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. 1/2" I'-0" 2'-0" DBL N PLA V _m • 16' oc. BM I 0 0 20'-0" lz 1'_0" S'-C " O" 12XI2 CMU COLUMN (3-TYP) 2'-4" 3'-0" '-1" I I (EPA j20'-0'xI0'-0' 25-SH 5 O 1 8'-8' CLG. O 1 (E)G�SS O EGRESS I 1 TEMP I 8068 SGD �n e u `r TUB/ SHWR + -GHOWER HEAD BEDROOM 2 10'-T x II'-2' 8'-8' CLG. @ BATH 1 "' 8'•8' CLG. - � m a N O / N Lu Nl m @ BEDROOM 3 10'-O' x 12'-8' 8'-8' CLG. Ii j p i LAUN 8'-8' CLG. .o 40 R WH F--- 22X36 I 1 ATTIC I — ACCESS- — 0'-10" L2'-4" 1� @ 2-CAR GARAGE cv 19'-2' x 20'-0' 8'-8' CLa PANEL PAD -OUT STRUCK BLOCK 6 GARAGE WALL M.T. CABINET SECTION H . 3 16'-0' X 1'-0' Ol BML --------— — — — — — — — — GREAT ROOM Ifo'-2'xl4'-6' @, 64, CLa 4'-10" @ -- — — — — — — — — — — — G OWNER'S SUITE 12'•10' x Ill 8'-8' CLG. 4'-4" 1,2'-4" , ,'-O" "'C T III j �; plp.1 III Lu ;. III NC O 2R-1SH lob a 3 6 I I I I KITCHEN GN I n I I =, it I I gI A L __j' 1 1,@ r — — I i 1 WIC 8'-8' CLG. L — — — J - 3/ I� L—_ n 0 rHEADER g 2x8 --- 4'-4" 8 10'-6" III 4 III I�I III. 1 DINING ROOM ItI 1 m FOYERF III 111' 10'-6'xli' 8'-a' CLG. III o 8'-8' CLG. I I III W I I -- R/T C © 112H •'�.� ' _ C 0 �.WRW/'T N fY1 2'-10" 4'-2" _ I O.SUITE BATH C (AMA) �j W-8' CLG. — _ 7'-0" TOWER HEAD DEN (MAL) 12'-2'xl2'-I' 8'-8' CLG. 35-SH ( 9 V 8'-8 CLG. =4- 2'4"2'-3" 6'-0" 2'_3" 4'-6" 4'-ll '-0"'-0" 20'-6" 9'-0" 8'-8" II'-10" FPO,-011 FL00R PLAN SCALE: 1/4 = 1'-V ELEVATION 'A' N3 i IN u ■ BM BM 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 E,w mm 0 F 0 V a F W A� Q q a b m L 0 �- N M <1• bLL °J L IE � 8 E L SUBDIV. 8e LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 MOO-00 PROJECT#: 2784.000/00009 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA 5 21.118 D rE: 6/29/18 SHEET 4 OF JUL 10 2018 SQ.FT. CALC.'S IST FLR LIVING 1,833 SQ. FT. TOTAL LIVING ENTRY GARAGE LANAI 1,833 22 411 200 ea FT. $0. FT. 80. FT. SQ. FT. TOTAL 2,466 50, FT. CUBIC VOLUME LIVING 15,941 50. FT. COMPOMW AND CLADDNO WID LOADS BASK WIND EIT09UM FOR B BEOCMD OUSM wNJOR SEE CALL • AM DES TION zm 00 Ift WIND WUTM fEK*rr 1 22 3068 DR 40' 80' 4 211 / -30.4 2 34 35-614 53' 63' 4 31b5 / -41.11 3 112 16'-001xx IV $44 5 25.S139 / -31 �T-0' 4 11 EGRESS 15-614 38' 63' 4 2985 / -32.20 5 11 25-SH 35, 63, 4 2965 / -36.81 EGRESS/TEMP. 6 54 8068 SGD w 80' 4 2132 / -2SAS 1 33 (2) 25-SH 15 1/8' 63 1/4' 5 2630 / -36.18 EGRESS 8 22 2414 TRANSOM- 24' 14' 4 X64 ! -3210 I TEMP. 3 34 35-SW 53, 63, 5 31.65 / -41.11 WIND DESIGN CRITERIA A. 5A51C WIND SPEED MPH (3 SECOND GUST) VULT=160 / VAS0=124 MPH 5. INTERNAL PRESSURE COEFFICENT=+ .16 C. RISK CATEGORY.TYPE 11 D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS t CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, 6TH ED. (2011) ALLOWS THESE PRESSUWS TO BE MULTIPLIED 5Y Gb TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED 5Y PRODUCT MANUFACTURERS. NOTEs PRIOR TO DRYIAALL NSTALLATION ON ALL FRAMNG MEMBERS 2'-C' FROM THE FINISH FLOOR UBLL BE SPRAYED AND TREATED UI/'BORATE' A TEFI`iITE TREATED SPRAY CABINET m r Ib' Of, SECTION 0 ISO 0 M cr ro 0 N e 501.011 I5'-3" 20'-0" I'-0" 8'-6" 12XI2 CMU COLUhN (3-TYP) 2'-4' 3'-0' '-1"v -6" LANAI (EPL) I 20'-O'x1m'-0' I 25-614 WOOS a I 6 I TEMP I 61 I 9 m I TUB/ IW_ SHUIR. BEDROOM 2 W4, as ["G2 BATH 1( 1I s �n CA ti'0 R/T G 1' C Q R/Y — - (n@ m A� BEDROOM 3 I01-C x 0'--V V -S' LTN 0 I ii Ini 8�-b'Gsx 00 LARD 22x36 I I ATTIC ACCESS--•�- L, 54OUER HEAD ° 6'-8' APP. D Assidlissilum Ill— (2) 25-SH EGRESS / OWNER'S SUITE 0 T12'-10' x GREAT ROOM `� v_v CL& I6'�2'xl4'-6' — 81-8, CU.Ca. 4'-4' „2'-4' 1'-0" x9i I : ` %,71cn 2R_I KITCHEN A II 414 I0'-I0" 2'-4" 6'-8" , I0'-6" 8 4'-4" 6'-0" 1'-0" III 4 III &ME0 .6-8 2—CAR GARAGE r N �&, a, LLI II m DINING ROOM I I FOYER-1III III • lia'-6'xll'-g' ECTRCAL e'-B' CL� I I III DEN PAN -OUT v (MAW PAP PT C 12''xl2-I'�'- 4. TRACK BLOCK — — GARAGE Ul.ALL 2 O 35-SH Lif 3 16'-0' x 1'-0' OHGD- A 614 -------- --------- 21_ All 21_ All ?4'-8" ?? " 2'-3 4'-6' 4'-6' -0" 20'-6" 9'-0'1 8'-8" 11'-I0" FLOOR PLAN SCALE: 1/4 is I'-0' ELEVATION 'A' 17 63 N 11 21 2i A R C H IT E C T S VA11rvi PH: 407-7746078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 sississis �II""II'I ��vv0000vvo� E 8 y E 0 C SUBDIV. OAKLAND (IDT DODEL183 �00- 1PROJECT#:] 2784.000 00009 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHrrECT- STATE OF IRORIDA DATE 6/7/18 SC - L/4$,=1'—O" SHEET 4 or 9 DIA. DECO VENT m YP.) DETAIL. 1 SGALE:3/4.1' 6" 029-� BAND DTL. MALE, 3/4 • I'-Ir i 2" 3 BANDDTL. /. +I BAND DTL. 4 SCALES 3/4 • I'-iD' REAR ELEVATION SCALE: 1/4- = 170' ELEVATION 'A' ATTIC VENT CALCS AMA OF ATTIC 183384Fr. NET FREE VENTILATION AREA REQUIRED (1 00 &H 94Ff RE UIRED VENTILATION AREA 6.11 a 144 579.8 S4DL NON. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 a 879.8) 439.9 SUN. OFF RIDGE VENTILATION AREA 115 8411-Aw SOFFIT VENT VENTILATION PER LF 11.74 94IL/Il TOTAL # OF VENTS REQUDRED 989 TOTAL # OF VENTS PROVIDED 4 REQUIRED SQIN VENTILATION IN TOP OF ROOF 440 RIK REQUIRED LF OF SOFFIT VENTILATION 38 LF PROVIDED LF OF sOFFIT VENTILATION 72 IF 1 SHINGLE OR TILE (TYR) FRONT ELEVATION SCALE: 1/4 = I'-0' ELEVATION 'A' NW HDR HCat.�, ---- -- — - — - — - ----- - CIMRED CmTIOUS COATING PER (ASTM C92(p) (TYP) 0'-0' FIN, FLR., u S'-W BR %. PGT 12 5l— i- LEFT ELEVATION SCALE: 1/4' m V-0' ELEVATION 'A' - — - — - — - — - — - 12 5 b 21WW DECO LOU ME) SHUTTERS (ATTACHED PER MFR. SPECS.) 0 i 5 V -0' BRCx- HGT. o'-W HDR HCst. 0'-V FIN. FLR BRG. PGT. - — - — - — - — - — - — - — - — - — - — - — - — - - $6 -8" HDR HCsT. TEXTURED CEMENTIOUS COATING PER (A51M C926)(TYP) D 0'-0' FIN. FLR —_ ----- $0'-P�" FIN- FLR RIGHT ELEVATION SCALE: 1/4' = 1'-0' ELEVATION 'A' A R C H I T E C T S PH: 407-7746078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �mmnu ��oom000mac� I 3UHDIV. Be LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 XXX00-00 PROJECT#: 2784.000 00009 PAGE: ELEVATIONS 160 MPH EXP. C ARCHfTECT. STATE OF FLORIDA D TE: "8 /7 /18 SCALLr: 1/4" SHEET 5 Og 9 C FTI� II �Ji CONNECTOR H TIT'T TIIIII'pry g � 111' ¶(1 CONTROL DATE: 01-01-15 p'p Tlj'Y, SCHEDULE II mN �ml{b hr l6 �NJ �Wi IIllIJ ILLI iJ SIMPSON USP DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER META-16 1450 HTA I6-IB 1400 (1) 106 x I VV I PLY, (6)16d 2-PLY, CUSP: (10, 10d X I In- - NO I6d OPTION) (21 META-16 1985 (2) HTA 16-18 28IDID (10J IOd x I/1"-PLY, <USP: <IO) 10d x 1R'l Mac (14) 16d 2-PLY CUSP. NO 16d OPTION) HETA-16 IBIS HTA 16 1615 (9) IOd x I In' l-PLY, (8) I6d 2-PLY USP: (10) IOd x I IRl NO I66 OPTION HETA-2O IND HTA 20 1615 l9) 106 _x] IR' -PLY, (B) 166 2-PLY USE: (10) IOd x ',NO 106 OPTION j- �. (2) HETA-20 2035 (2) HTA-20 3110 CIO) IOd x I I!, I -PLY USP: (10) 106 x I In. 2500 (12) I6d 2-PLY CUSP: NO 16d OPTION) Z O LGT-2 2150 LUGt-2 1915 M - 1/4' x 2 V4' TITEN, 2 PLY (USP, BLK (5) I/4' WE, WOOD (10) 10d (� OETAL-20 2480 NO U5P CONVERSION FOR SIMPSON DE74L-20 (1I - 06 x 1 1/271 PLY MGT 3965 00 (I) 5B' A.t.R IN HIGH 5ERENGTH EPDXY (MIN H' EMBED), (22) IOd TO WOOD CUSP: (20) 10d t0 WOOD) HG7-2 10980 i65 (2) 314- ALR, M HIGH STRENGTH EPDXY (MIN IT EMBED; (16) IOd TO WOOD (USE: WOOD (a) 106) HCa1'-3 IO53O 65 (2) 3/4' ATR. IN HIGH STRENGTH EPDXY MIN-12' EMBED), (16) IOd TO WOOD CUSP: WOOD (B) �dJ LGT3-SDS25 3205 M 930(12)SD5 I/4'k2 Ia'TOGIRDER(4)3JS'x 5'TITEN HDTO WALL1210 PARALLEL TOLT42 1425 PERPENDICUL55 WALLVGT (IO) 10d , 1-112' CUSP: (102 od x I In' 4940 R SIMPSON VGT (V S/V A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (16)-5105 VWX3" TO WOOD (2J VGT 'Ilea NO USP CONVERSION FOR SIMPSON (2) VGT) (2) 5/V AY.R IN HIGH STRENGTH EPDXY (MIN. IV EMBED), (32)-51D3 I/4'X3' / 2 PLY MTS-12 IOOO MTW 12 1IS5 (14) 1011 x 1 Ia (USE, CIA) IOd x 1 1/2% (14) IOd) HTS-16 f150 "m IS, 1660 (16) 106 x 1 1/2" CUSP: (16) 106 x 11/2" 06) led) HTS40 1450 HEW 20 2045 (24) IOd x 1n (USP: (24)10d x I In', (20) 10d) HTS-24 14W FM) 24 2045 (24) 106 x 1 1/2' (USP: (24)10d x 11/2% (20, 104) LSTA-12 . 525 LSTA 12 510 CIO) IOd USP, (IO) 106 LSTA-I8 .. 1235 LSTA 18 1360 (14) IOd USP: (14) IOd META-10 1315 MSTA-Ie 1315 (1,0106 USP. (14) 10d Cn IL M5TA-24 « 1640 META-24 IT50 (15) IOd USP: (15) OF MSTA-30 - 2050 M67A-30 2140 (22) IOd USP: (22) 1Dd < N MSTA-36 ++ 2050 MS1A-36 2525 (26) 10d USP: (26) IMF MS7I-36 3600 KSTI 236 3090 (36) 10d x I la, USE. (36) 10d x 11/2' M57-46 5065 KT61 248 4250 (4S) 106 x 1 1l2' USP: (46) IOd x 1 112" H6 950 LIMA 6 1595 (a) 8d TO PLATES, (8) 6d TO STUDS (USP. (16) Bd x 1 1/2" (16) ad) SP4 13 b SIFT 4 945 (6) IOd x 1 1/2" 10 STUDS USP, (a) IOd x I In' TO 6TUD5 434 395 MP 34 410 (4) ed x I In'TO BEAM, (4) 56 x I Id' TO POST. USP, (4) 8d x 1 1/2" TO BEAM, CA) 86 x 1 1/2" TO F05T_ HCP2 645 HHCP 2 1010 USP: (10) IOd x I In' TO TRUSS (10) 10d X 1 1/2" TO PLATE (211Pd x /2" : 004 1340 RT 164 ROD (15) IOd x 1 I/V USP; (9) IOd x I In' TO TRUSS, (a) 106 X 11/2' TO PLATE VGT HDU4 456a PHD 4A 453a (16J-5Pfi I/4'x_3' TO WOOD, (10)-SD$ 1J4'x2 In' W/ THREADED ROD, (V NUTS/WASHER/2 PLT USP: 5/8' ATR IMX I' EMBED SET N HIGH STRE GHL EPDXY, (10) WSW WOOD SCREWS VGT • NOTE, 4940 TDX 10 5110 (16)-5DS 1/4'x3' TO WOOD, (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUT5/W4SNEW2PLT UBP, 1/0" AM IN 1" EMBED SET IN HIGH STRENGTH EPDXY, (4) T/5" THRU-5OLT5 ABU 44 2200 6665 PAU 44 2535 6115 (V 5/5" ATR IN HIGH STRENGTH EPDXY, MIN 1" EMBED.) IN GONG, (12) 166 TO WOOD USP: SAME A5 SIMPSON ABU 66 2300 HOOD PAU 66 2535 13815 (V 5/8' A.T.R IN HIGH SiTEN6TH EPDXY, {MIN I- EMBED.) IN CORD, (II TO WOOD USP, SAME A5 51MFRCN LTT19 .+ 134C LTS IS 1205 (V 3/4' A.T.R IN HIGH STRENGTH EPDXY, (MN. T' EMBED.) N CONC, (BAOd TO WOOD USP, SAME AS SIMPSON! 0 = (� LTT20B 1500 LT5 205 1105 (I) In- QT.R. IN HIGH STRENGTH EPDXY, (MIN T EMBED.) IN GCNC. (IITO WOOD USP: 3/4' AT R Yf'N T EMBED SET IN HIGH STRENGTH EPDXY, !10) VOd, 0011Od x 11/1', HT74 4455 HI 4465 (1)5/e" ATR IN 01I STR£TYTH EPDXY MIN. 1" EMBED,1 N CONC., (IS) SDM X I IR" (USP: (20)16d X 2-IRS U5P HAS MORE NAIL OPTIONS, R0> 10d, (20) IOd x 1-V2", (20) I6d x 2 In, z Q H175 SOSO Htt4S 5430 (1) 5/6" AT.R IN HIGH STRENGTH EPDXY (MIN. T EMBED,) IN CONC, (26) I6d X 2 I/V (USP: (20) I6d X 2-IR') USP HAS MORE MAIL OPTIONS, (25) IOd, (20)10d x 1-IR', (20) 16d x 2 1/2' HHDCII-5DS 25+ II,BIO UPHD II I1 (V I' ATR N HIC+H STRENGTH EPDXY, (MIN. 10- EMBED) N CONC„ (24) SDS Yq' x 2x" WOOD 9CRHW5 615P: (241 W93 HOOP SCREWS) HDTS 6645 TDX 10 5UOr (1) T/8' AS, IN HIGH STRENGTH EPDXT, IMIN 1' EMBED.) IN CONC, (3) 3/4" STUD BOLTS TO WOOD (WSP: (4) T/S" BOLTS/ �j MISHA 356/1125 3415 5330 NFM35X12U 3165 1130 51MFSCN, (U 314 ALR. IN HIGH STRENGTH FPDXY, (MN. 6.151, FMBFDME t) IN CMll TOP, () 3/4' 4TR IN HIGH 5TPENG1 H EPDXY (MIN. 6.15' EMBEDMENT) IN C.MWC FACE, (16NOd TO BEAM USP (1) In, J BG'-T W/ MINIMUM 6, EMBED- I NOT LE55 THAN 4 FROM EDGE OF CONC W/ 3/4' CIA ITW RAMSET/REPHE ^G DYNA BOLT SLEEVE A)NQTOR OR EP, W/ MIN 5' EMBEO DEPTH INSTALLED IN THE FACE. 14J 0 HUSC412 (WOOD) 3635 2600 (FLR) HUS4121F 3060 2530 (FLR) (10) I66 TO WE/.DER, (10) I6d TO WOOD USE. SAME AS SIMFSOA 3265 (ROOF) 3225 (ROOF) QHUC410 = (CIHU) 1510 5005 HP410 IF 1505 3115 (15) 1/4' x 2-3/4' TITEN C9 PER FLANGE) TO CMU, CIO) IOd TO WOOD, (USP- 0511/4" x 3' 053 SCREWS, (10) 10d TO WOOD. HUC210-2 (CMU) I810 5005 H0210-21F 1905 3115 (IBJ I/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMµ (10) 1Od TO WOOD: (U5P: (18) 1/4" x 3- WaS SCREWS, (0) IOd TO WOOD HUC210-9 (CMU) IBIS 40DO HD210-NF 1905 3115 (S) 1/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU, CIO) Od TO WOOD: CUSP: (15) V4' x 3' W53 SCREWS, (0) U0 TO WOOD LGUM26-2-SOS 145C 5595 N'O USP CONVERSION FOR SIMPSON NSt"O-2-SD9 (4) 319' x 4' TITf=N HD ANCHORS (2 PER FLANGE) TO CMU, (4) 1/4" X 2 In 9D5 5CREW5 TO WOOD HIGH STRENGTH EPDXY - SIMPSON 'SET EPDXY -TIE'. DONTACT THE ARE ArtECTENCIINEER OF RECORD FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR SIMILAR EPDXY PRODUCTS OR USP - CIA ADHESIVE ANCHORING 5YSTEMS. + WHERE ANCHOR EMBEDMENT 15 GREATER THAN T DEEP, THE VERTICAL CELL IN OMIJ. WALL MUST EE FILLED SOLID m/ GROUT. ++ IOd COMMON NAILS CAN BE SUBSTITUTED WITH 1I x 1121 NAILS IN CONJUNCTION WITH A 23p REDUCTION IN THE ALL001ABLE LOAD, WRITTEN APPROVAL FROM THE ARCHITECT IS RECUIREP FOR THIS 4F'PLICATION PRIOR TO INSTALLATION. +++ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5', MINIMUM EMBEDMENT INTO THE FOUNDATION WILL BE 1' W F- A.T.R - A-30T ALL THREAD ROD (SIZE, PROTECTION TYPE, LENGTH, ETC. VARIES) QBECAUSE OF THE WIDE VARIETY OF MATERIALS, LOCATIONS, AND CONDITIONS THAT MAY AFFECT CONNEGIORS, THE CO II(RACTOR M)5T BE RESPONSIBLE FOR MAKING SURE TEAT THE PROPER CORROSION PROTECTION IS USED. WHEN USING STAINLESS STEEL CONNECTORS, USE STANLESS STEEL FASTENERS. WHEN USING ZMAX / HOG GALVANIZED 111FNE-CTOR6, USE FASTENERS GALVANIZED PER A51M-4153 USE OF EXPANSION ANCHORS WILL BE EVALUATED GN AN INDIVIDUAL BASIS AND MST HAVE WRITTEN APPROVAL FROM THE A'RCHITECT/ENGNEER OF RECORD PROP TO USE. ALL CONNECTOR VALUES BASED ON SIME50N'uOOO CONSTRICTION CONNECTORS C-2013' , 'HIGH WIND-RESI5TANT C,Xe3TRUCTION C-HWOO� ANC ANCHORING I FASTENING ST57EM5 FOR CONCRETE i MASONRY CATALOG C-SA5-2012. MINIMUM WALL AND HEADER STUD REQUIREMENTS MAXIMUM I-IEADER SPAN (Ft.) UP TO 5'-0' TO S'-®" UN.O. W-11 In' 7'-p I2' AND UP NUMBER OF HEADER STUDS SUPPORTING END OF HEADER 1 2 3 NUMBER OF RILL LENSTH STUDS 2 AT EACH END of HEADER 1 3 FRAMING NOTES: 1. HURRICANE STRAPS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR EQUAL, U.N.O. 2. TYPICAL HURRICANE STRAPS ARE AS FOLLOWS, U.N.O: • TRUSS TO MASONRY/CONCRETE SHALL BE META-16 • FLOOR JOIST TO MASONRY/CONCRETE SHALL BE HETA-16 AT EACH END AND 32" ON CENTER ON JOISTS PARALLEL TO WALL. • TRUSS TO BEARING WOOD FRAMING SHALL BE MTS-12 3. TRUSS TO TRUSS CONNECTIONS AND HANGERS SHALL BE DESIGNED AND SUPPLIED BY TRUSS MANUFACTURER. 4. REFER TO TRUSS MANUFACTURER'S SIGNED AND SEALED DRAWINGS FOR LOCATIONS, PROFILE, AND SIZE OF ROOF/FLOOR TRUSSES. 5. HEADER SPAN CHART & MIN, WALL & HDR. STUD REQUIREMENTS ARE STD. U.N.O. ON FRAMING PLAN. 6. CONT. STRUCTURAL SHEATHING TO BTM. OF FLR. TRUSS/BEAM MUST NOT BREAK 1'4' MIN. FROM 2ND. FLR. LINE (2) HETA-20 J2 J4 II III II II II I IH JS IIit III II II II �� III II II II RT;1 J8 JS J8 JS J8 J8 JS JS MGT is 151C� 152E fx4 BTK CHORD GABLE BRACING 2X4 "I BRACING _ DIAGONALS FOR BOTTOM CHORD BRACING A 20'-0" OC. MAX (TYi'.) Ln Q DIAGONALS FOR BOTTOM CHORD BRACING g 20'-0' O.G. MAX (T*T =.) �•II�•R.190.�L�1l�ii. I I ial _. 19��1►®114b� CIF I I � I I I 1 r .T \ �I • ■I IlRfffffffffffff. F -6' I, 3'-011 I, 31-0' I, 3'-0. I, 3'-0" I, 3'-0' I, 2'-6' VGT 1 HUG-410 iA HUC-410 R00F FRAMING PLAN. SCALE: 1/4 a I'-0' ELEVATION 'A' A A C3(; (2) HETA-20 C2 Q 30® �f r (2) HETA-20 00 A R C H I T E C T S LONG WOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r @IIIIIIIIII .�mmmmm, SUHDIV. & LOT, OAKLAND LAKE (LOT 9) MODEL 1833 XXX00- 00 PEWJECT#: 2784.000 00009 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLORDA 0 DATE- 6/7/18 SCALE: 1/4"=1'— 0" SHEET 6 OF 9 TEXTURED CEMENTITIOUS COATING AS PER (ASTM CS26) (TYP.) FOUNDATION PLAN) PLAN) ENTRY DETAIL SCALE: 3/4' -1-0' BUSS TO (2) 2xl2 SEAM 3 ITL, DRIP EDGE WEIRS 0'-0' FIN. FLR. 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 M 0003325 01111111111 ��0000000mog SVHDN 8e LOT: OAKLAND LAKE (IDT 9) MODEL: 1833 XXX00-00 PROJECT*: 2784.000 00009 PAGE: ENTRY SECTION 160 MPH EXP. C ARCHrrECT. STATE OF FLORIDA `4e z// DATE-/� 8 /7 /18 SCA .Ms 1/C=1'-0" SHEET 7 OF 9 ELECTRICAL LEGEND SYMBOL DEFINITION NOTES J 110V DUPLEX ® RECEPTACLE 1FLOOR ® MOUNTED DUPLEX RECEPTACLE 110V SWITCHED BOTTOM HALF ewITcwP DUPLEX RECEPTACLE �GFI 110V GFI DUPLEX NTE�RIPIVR (a R Q'oWNs AW RECEPTACLE TYPE) ® 220V RECEPTACLE 4 IUR?: CO"C ION IIOV DUPLEX EMIFF0 W 0CM MLT dpp C�W;I RECEPTACLE NTERIFTER ALEATFER FROM) SWITCH $3 3-WAY SWITCH $4 4-WAY SWITCH LICIT FIXTURE - WALL MOUNT LIGHT FIXTURE - CEILING MOUNT LIGHT FIXTURE - RECESSED LIGHT FIXTURE - A HANGING LIGHT FIXTURE - CEILING MOUNT LED LICIT FIXTURE- FULL CHAIN G LIGHT FIXTURE- K KEYLESS yyam�(( LIGHT FIXTURE- X VP. VAPOR PROOF LIGHT FIXTURE - PENDANT ® EXHAUST FAN MOTOR LIGHT STRIP LWT FIXTURE - FLUORESCENT LIGHT FIXTURE - uC UNDER CABINET — LOW VOLTAGE PANEL ® PANEL METER SMOKE 5ATT. SACK-W wt NAIVMFE 5D DETECTOR Nmwla#*= CARBON MONOXIDE Barr. SACK-W lu/ NAWAM DETECTOR NMwZNrEcw GEILNG SOX REQUIRED TO SE J J-BOX NFRORW INACC;MANZ 9W SOX MARI,P AS SUCH FAR NSI°EGTIQN FLOOD LIGHT DC DOOR CHIMES Ty TELEVISION JACK TELEPHONE JACK 4 GAS OUTLET TRANSFORMER BANK 5ftVA VOLTAGEr 1620A3200-24014MV SERVICE. SINGLE PHASE TYPE: UNDEW.A%OIND AVAILA5LE INITIAL SYMMETRICAL FAULT CIRCUIT AT SECONDARY SIDE* (120/240 VOLTS) MAXIMUM FAULT CURRENT: I°J3W amps POWER COMPANY TRANSFORMER SERVICE 5Y OTHERS GRADE LINE NEMA 3R M 200 AMP'. 200 AMP ELECTRICAL RI5ER NQTEg ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY W/ APPLICABLE PROVISIONS OF THE NATIONAL ELEC. CODE, LOCAL CODES, AND THE LOCAL POWER CO. LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP (NEC CODE#D2) HOUSE PLAN: 1833 LOAD INFORMATION VA 1833 3Q.FT. GENERAL LIGHTING X (3) - VA PER SQ.Ff. 5.499 (2) 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 (1) LAUNDRY CIRCUIT AT 3000 (1) RANGE AT NAME PLATE RATING OR COOKTOP/OVEN 12000 (1) WATER HEATER 9000 (1) DISHWASHER 4000 (1) CLOTHES DRYER 10000 (1) DISPOSAL (1/3 HP) 246 SUBTOTAL OF GENERAL LOAD 46,745 FIRST 10 KVA OF GENERAL LOAD AT IOOX 10000 REMAINDER OF GENERAL LOAD ® 40X= 36,7WI VAX (.4) 14,898 TOTAL NET GENERAL LOAD 24,898 4-TON HEAT PUMP#1 30 AMP X (240 VA) = 7200 4-KW ELECTRIC HEAT 5000 VA a (65X) 3250 NET GENERAL LOAD 24M NET TOTAL HEAT MAN TOTAL LOAD 3i148 CALCULATED LOAD FOR SERVICE 35,148 VA / 240 V= 146.45 200 AMP SERVICE (3) 1 THHN/THWN COPPER CONDUCTORS, (I) 6 THHN/THWN COPPER GROUND IN 2" CONDUIT. COM50 DISCONNECT AND METER CAN PHONE / DATA UEATHER PROOF Box 200 AMP 120/240 VOLT 42 CIRCUITS MLO INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS PROVIDE 04 THHN/THWN COPPER CONNECTED TO CONCRETE ENCASED FOOTER STEEL AND COLD WATER PIPE. NOTEr IF PVC IS USED THERE IS NO BONDKaROUND TO COLD WATER PIPE. GABLE / TV WEATHER PROOF50x BEDROOM 2 BEDROOM 3 e QD I I 41 C,GFI LIGHT rI�ASi1E UP GFI x IP / L SPRINKLER CONTROL , i IL GFI ac-L i ll "'SS5 OUT, LE�j 2-CAR GARAGE 1 I `_ -�L04T LIGHT �` (EPL) A 1 WP /rn i ol GREAT ROOM — CHIMES ------------------ T �F. .l ' 1 i is DW.i SINK onill I u KITCHEN ` - : I GFF I I� DINING ROOM 0 OWNER'S SUITE ©.SUITE ' BATH tow II 1 / � A (}� \ I III III FOYER III DEN (MAL) Mw Wam E L]E CTRUCAL PLAN SCALE: 1/4 - 1'-0' ELEVATION 'A' A R C H I T E C T S Design roulfinc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www,abd esigngrou p.com AA #: 0003325 �IIIIIIIiII �vvoovvvvo� r iJHDIV. & LOT: OAKLAND LAKE (LOT 9) MODEL: 1833 xxxoo-00 PROJECT*: 2784.000 00009 PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA ,OD/6 DA'TEJ 8/7/18 SCAZAC- 1/4"=1'-0" SHEET 8 or 9