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HomeMy WebLinkAboutBUILDING PLAN # 2,5V W By 7/23/18 City of Port St. Lucie Building Department Plan Review Div. RE: Oakland Lake (Lot22) 1833 Model, A R C H I T E C T S Design Group Inc. 1. Window in Owner's Suite Bath was removed 2. Owners Suite bedroom wall moved in 4" and room size changes from 12'-10"x 16'-6" to 12'-6"x 16'- 6" 3. Shower in Owner's Suite change from a Recess shower to a shower pan. 4. The roof over the garage changes from a Gable roof to a Hip roof Should you have any questions regarding this letter, do not hesitate to call me. Sincerely, JUL -2 3 - James nt II Flor' r itect #12079 1441 N. Ronald Reagan Blvd. • Longwood, FL 32750 • Phone: (407) 774-6078 • Fax: (407) 774-4078 AA0003325 www.abdesigngroup.com 0 DOE) MON MR) 1 . meffi 0 ME ) GAOOO-00 FORM FILET COPY ryanhomes.com DESIGN CRITERIA: • FLORIDA BUILDING CODE RESIDENTIAL (FBCR), 6TH EDITION(2017) •ALL LOCAL AND STATE CODES • OCCUPANCY — RESIDENTIAL, GROUP R3 •CONSTRUCTION TYPE — VB • MIN. INTERIOR FINISH — CLASS C •BASIC WIND SPEED — VULT = 160 MPH — VASD = 124 MPH RISK CATEGORY II *EXPOSURE CATEGORY — EXPOSURIE C •1—STORY RESIDENCE — • 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES • STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. SUITE 340 WEST PALM BEACH, FL 33401 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 GROUND SNOW LOAD N/A SQ.FT. CALL.' IST FLR. LIVING 1,833 60. FT. GARAGE 411 5a FT. TOTAL LIVING 2,244 SO. FT. ENTRY 22 S0. FT. LANAI 200 S0. FT. TOTAL 2,466 Sa FT, CUBIC VOLUME LIVING 15,941 50. FT. AREA CALCULATION SPANISH (ELEVATION A) LANAI DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, WIDTH 50,-0" TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM WIND DESIGN ICE BARRIER UNDERLAYMENT FLOOD n HAZARDS AIR FREEZING MEAN ANNUAL Speed" Topographic . Weathering Frost line Termite` (mph) effects' CATEGORY` depth" TEMP` REQUIRED' INDEX TEMP 160-C N/A Negligible N/A Very Heavy 4S N/A N/A N/A N/A CONTROL DATE DEPTH 56'-0" 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 BFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. REVISIONS DATE I DESCRIPTION SHEET NO CS DESCRIPTION COVER SHEET INDEX OF DRAWINGS 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & 4 FLOOR PLAN 5 ELEVATIONS 6 ROOF FRAMING PLAN 7 ENTRY SECTION DETAIL 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS A R C H I T E C T S 1441 N. HUNALU HtAUAN 6LVD. LONG WOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA N: 0003325 o w A yOa.1. D Q _1 C F m �- N •a �F b to A W W E 8 W E O C STJHDIV. 8e LOT: OAKLAND LAKE LOT-22 MODEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: COVER SHEET 160 MPH EXP. C ARCHrrECT- STATE CIF FLORIDA - DA E: 5/23/18 S ALE1/4"-1'-0" SHEET C S OF FILE copy fm MAY 2 5 2018 Permitting Deparl St. Lucie County 61 8, 3 GA000-00 FORM ryanhomes.com DESIGN CRITERIA: • FLORIDA BUILDING CODE RESIDENTIAL (FBG'R), 6TH EDITION(2017) *ALL LOCAL AND STATE CODES • OCCUPANCY — RESIDENTIAL, GROUP R3 •CONSTRUCTION TYPE — VB • MIN. INTERIOR FINISH — CLASS C •BASIC WIND SPEED — VULT = 160 MPH — VASD = 124 MPH RISK CATEGORY II •EXPOSURE CATEGORY — EXPOSURE C *I —STORY RESIDENCE — • 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND SPATE CODES • STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: RYAN HOMES 1450 CENTREPARK BLVD. SUITE 340 WEST PALM BEACH, FL 33401 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: JAMES CANTWELL AR NO. 12079 A.B. DESIGN GROUP, INC. 1441, NORTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750 Fax: (407) 774-4078 Tel: (407) 774-6078 SQ.FT. CALC.'S 1ST FLR. LIVING 1,633 SQ. FT TOTAL LIVINGS 1,633 SQ. FT. ENTRY 22 SQ. FT. GARAGE 411 SQ. FT. LANAI 200 SO. FT. TOTAL 2,46 7o $Q. FT, AREA CALCULATION WIDTH DEPTH SPANISH (ELEVATION A) LANAI 5 '-0" r56 2_01 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 TIMEL MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHET NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. SHEET NO w DESCRIPTION COVER SHEET INDEX OF DRAWINGS 2 DOWEL PLAN 3 LINTEL PLAN 3.1 LINTEL LOADS AND DETAILS - CAST-CRETE & 4 FLOOR PLAN 5 ELEVATIONS 6 ROOF FRAMING PLAN 7 ENTRY SECTION DETAIL 8 ELECTRICAL PLAN 9 PRODUCT APPROVAL D1 FOUNDATION DETAILS D2-D4 ARCHITECTURAL DETAILS WA1-W5 WALL ASSEMBLY DETAILS CONTROL DATE 0 3 — 2 1— 1 7 CONCEALED FASTENERS OR ArrACHMEM ARE THE RESPONSIBILITY OF THE REVISIONS CONTRACTOR OF RECORD DATE DESCRIPTION U FACTORS AND S COMPLIANCE UNTIL INSPECTIONS LaE APPROVED ARE � @d11oANYCCRRLCTID P;j: su I� prOUIRjD ®'f #IlT6 itl0Y ;;E encagV IN ORDER TO C--- CIAMPLYWITHALLAPPLI A8 S COUNTY ELTu- A R C H I T E C T S � Desi n 1 oU Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407.774-6078 FAX:407-7744078 www.abdesigngroup.com AA #: 0003325 r �IIIIIIIIII �emmoommmm9 E E C s C m L STJBDIV. & LOT: OAKLAND LAKE LOT- 22 M0 DEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA 1/ File Copy GENERAL NOTES I CONCRETE 1 f ARCH ITECTS 3. 4. I 6. 7. 8. 9. 10. 13. 14. 15. 16. 17. 2. 3. 4. ALL WORK DONE UDDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BULDING CODE RESIDENTIAL (FBCR), 6TH EDITION (2017) AND IN CONJUNCTION WITH ASCE 7-10. THE MINIMUM SUPERIMPOSED DESIGN LOADS AREAS FOLLOWS; A FLOOR LIVE LOADS /PSFl A, 1, SLEEPING ROOMS 30 Al ATTICSW/STORAGE 20 Al ATTICS W/OUT STORAGE 10 A4. POOLROOMS 75 A.S. BALCONIES 40 A.B. DECKS 40 AT STAIRS 40 A.B. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS 1PSF) B.I. 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 IPfFl D.1. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E.I. BASIC WIND SPEED VLLT. =160 MPH, VASD= 124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KID) 0.05 EA INTERNAL PRESSURE COEFFICIENT (GC -pi) 0,18 E.5. OPEN BUILDINGS 0,00 EA ENCLOSED BUILDINGS l0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD O'SFl F.A. GUARDRAILS AND HANDRAILS 200 F.2. GUARDRAILS IN -FILL COMPONENTS 50 GUARDRAILS AND HANDRAIL LOADING SHALL COMPLY WITH R301 AND TABLE R301.5 (FOOTNOTE F,D MID H) OF THE FBCR 2017, 6TH EDITION DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SiKL 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 ARCI:IITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE "DRAWINGICONTRACT DOCUMENT REVIEM BY BUILDER" NOTE ON COVER SHEET (CS). THE ARCHITECTAENGINEER 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 PART@ 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, 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 ARCHTECT/ENONEER. 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 PROTECTION@ SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017). ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F. AND MORE THAN 72"' ABOVE FINISHED GRADE SHALL INCLUDE AWINDOW OPENING CONTROL DEVICE 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 BTH ED (2017). INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOR -PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR/CEILING ASSEMBLIES, ROOF/CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACEES AND ATTICS SHALL HAVE A FLAME §PREAO INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TES IN ACCORDANCE WITH ASTM E 840R UL 723, PER R302.10 OF THE FLORIDA BULDING CODE RESIDENTIAL 6TH ED (2017). ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM T® 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 R702AI OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED (2017). GARAGE DOOR A. ENGINEERED FOR 100 MPH MN WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER- AS PER FBCR 6TH EDITION (2017) SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 318 INCHES IN THICKNESS,. SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 318INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS- AND MUST BE EQUIPPED WITH A SELF CLOSING DEVICE R302.5.1 AS PER FBCR 6TH EDITION (2017), SECTION R302.5.2: DUCTS IN THE GARA6E AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MR SHEET STEEL, 1 INCH MINIMUM RIGID NON METALLIC CLASS 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 ATTICAREA BY NOT LESS THAN 'A -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROMALL HABITABLE ROOMS ABOVE BY NOT LESSTHAN 518-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 NOTLESS THAN'A-INCH GYPSUM BOARD OF EQUIVALENT. SITE WORK 1. 2. 4. 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, ONI-SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTE THE SOILS REPORT AND CIVIL DRAWINGS SMALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIRSEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOTINGS SHALI BE 1'- 0" BELOW FINISH GRADE (MIN.), IT IS THE RESPONSIBILITY OF THE BULDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START OF CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESUTS IN SOIL BEARING CAPACITY THAT IS LESS THAI THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBILITY OF THE BUILDER TO NOTIFY AS DESIGN GROUP (MA WRITTEN R.EI.) SO THAT THE FOUNDATION CAN BE MODIFIED ACCORDINGL PRIOR TO START OF CONSTRUCTION. AB DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITHASTM 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 THANIA 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 BULDING 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'- O' BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWINGS, 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'/:. 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATICN 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. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE. 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR 6TH EDITION (2017). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTI ON R606 OR WITH THE PROVISIONS OF TMS 4021 ACI 530/ ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "NIP TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM COO-06b, STANDARD SPECIFICATIONS FOR HOLLOW LQAD-BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500 PSI. 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3/8 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN {A NCH 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 ANDOR 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 112 INCH TO 2.25INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 kglm') IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING OFFICIAL AS PER SECTION R506.2A2 (1) OF THE FBCR 6TH EDITION (2017) 4. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL, WITH LAP SPLICES OF AT LEAST 25'. 5. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES AT LEAST 25" WHEREVER POSSIBLE. 6. CLEARANCE OF MAIN REINFORCING BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER: 8.1. 05, W31 OR D31 AND SMALLER C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND 3'v C.I. #11 AND SMALLER 1 D. BEAMS&COLUMNS: I D.L PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1'%, 7 DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT. `ELECTRICAL. 1. ALL ELECTRICAL TO COMPLY WITH TIE 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, BTHEDITION (2017) 3. NOTE: ALL RO®MS/ SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 75%OF LIGHTING MUST BE ENERGY EFFICENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404A. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PER@ONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL. 7. REFRIGERATORS, MICROWAVESAND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. I, 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TOANY 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. l�11�Il-34 V 1. ALL WOODS ANDWOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: BA NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU C. 1. STANDARD GRADING RUES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D.1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI-2007) E. ARA- THE ENGINEERED WOOD ASSOCIATION: E.1. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN) MACHINE GRADE LUMBER, UNO. A Fb =1,100 PSI Fv =175 PSI E = 1,400,00 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POSTS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SMALL BE SYPN2 (SOUTHERN PINE 42) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS, 6. ALL BOLTS SHALL HAVE MINIMUM 2' SQUARE STANDARD CUT WASHERSUNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION11602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2' COX PLYWOOD SHEATHING. PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8' OSBEXPOSURE-1 OR N' CDX PLYWOOD OR 16132' APARATED O.S.B. SHEATHING PROVIDE PANEL -CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 10, FLOOR SHEATHING SHALL BE STRUCTURAL GRADE '/4" SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. 11. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16" OSB EXPOSURE-1 OR 1/2' CDX PLYWOOD OR 15/32" APA-RATED O.S.B OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT. SO, 13, PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AB DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYCUJT 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 AWRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION. 16. IT 18. 19. 20. 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 ANSI/TPI 1.2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/360. DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "SI MPSON" STRONGTIE BY SMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF 80LTS/NAILSAS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. DRAFTSTOPPING TO COMPLY W/ FBCR, 6TH EDITION (2017) SECTION R302.12: INCOMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEI LING ASSEMBLY, DRAFTSTOPS SMALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.910'). MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'-8" WINDSPEED/EXPOSURE 160MPH/B I 160MPH/C 160MPH/D 2x6 STUD SPACING @ 16" O.C. I @ 16" O.C. I @ 16" O.C. 22. INVENTED ATTICS, BAFFLES ARE REQUIRED TO BE USED AND INSTALLED IN ACCORDANCE WITH SECTION R402.2.3 OF THE FBC, 6TH EDITION (2017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. RE( CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, OTH EDITION (2017) " PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876, ASTM F 877, OR CSA B137.5 PER R2900.4 " FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. " PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1"PER 100' OF LINE WITH EVERY 1 O'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 2600:1 OF THE FBCR 6TH EDITION (2017) " CONDENSATION LINES SHALL BE MINIMUM''/, PVC (SCHEDULE 40), INSULATED WITH A" AMAFLEX 3. CONDENSATION LINES SHALL BE MINIMUM°/4' PVC (SCHEDULE 40), INSULATED WITH 'A' AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017). 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P-2603.2 OF THE FBCR, 6TH EDITION (2017) FIRE-RESISTANT CONSTRUCTION 1. UNDER STAIR PROTECTION A ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UDDER SURFACE AND ANY SOF€(TS PROTECTED ON THE ENCLOSED SIDE WITH X" GYPSUM BOARD, FBCR 6TH EDITION (2017) SECTION 302.7 EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS ARKIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CCNCRETE. 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 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 SONG TRANSITION DETAILS WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTMC1063. I lAAND R703 OF THE FBCR 6TH EDITION(2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 71N (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTMG1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE ASTM-G 1063 MAINTENANCE IT IS ASSUMED THAT THE BUILDER WILL CONVEY INFORMATION TO THE FUTURE HOMEOWNER OF THE NEED TO PROPERLY MAINTAIN THIS BUILDING MATH 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 I CONSTRUCTION ADMINISTRATION SERVICES ARE NOTA PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN CROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDERS I CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BALDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DATE: 05/18/18 1Y91 K. KVNALU KCAIUAK OLVU. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407.774-4078 www.abdesigngroup.com AA #: 0003325 r BI�IIIIIIII �ooa000moe� E 8 W E O L STJBDIV. & LOT• OAKLAND LAKE LOT-22 MODEL 1833 GA000-00 PROJECT*: 02784.000 PAGE: GENERA, NOTES 160 MPH EXP. C ARCHITECT - STATE OF FLOFHDA MAY a 3 A13 No-10 MAY 2 5 2018 Permitting Departmei St. Lucie County, FL 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 1 2. THE MINIMUM SUPERIMPOSED DESIGN LOADS ARE AS FOLLOWS; A. FLOOR LIVE LOADS lPSFj A.1. SLEEPING ROOMS 30 Al ATTICS WI STORAGE 20 A.3. ATTICS W/OUT STORAGE 10 A.A. POOLROOMS 75 A.5. BALCONIES 40 A.6. DECKS 40 A.7. STAIRS 40 A.8. ALL OTHER ROOMS 40 B. FLOOR DEAD LOADS -PSF) B.A. ALL AREAS 10 C. ROOF LIVE LOAD C.1. " MINIMUM ROOF LIVE LOADS SHALL COMPLY WITH TABLE R301.6 OF THE FBCR, 6TH EDITION 12017). D. ROOF DEAD LO PSF D.I. FIBERGLASS SHINGLES 17 D.2. CONCRETE TILES 25 E. WIND LOAD CRITERIA E.I. BASIC WIND SPEED VULT. =160 MPH, VASD =124 MPH E.2. EXPOSURE CATEGORY C E.3. WIND DIRECTIONALITY FACTOR (KD) 0.85 EA. INTERNAL PRESSURE COEFFICIENT (GC -PI) 0.18 E.5. OPEN BUILDINGS 0•00 E.6. ENCLOSED BUILDINGS m0.18 F. GUARDRAILS AND HANDRAILS LIVE LOAD (PS_F1 R1. 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. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCR AREFOUND 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCT BE OBTAINED BEFORE PROCEEDING WITH THE WORK, TH€ CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CO DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. ALSO SEE'DRAWING/CONTRACT DOCUN BY BUILDER" NOTE ON COVER SHEET (CS). 5. THE ARCHITECTIENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE W, 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 PROVIDING ADEQUATI AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED, 7, DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDER€P TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTIENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. 10. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED AGAINST WIND BORNE DEBRIS BY T 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 CODE RESIDENTIAL, 6TH EDITION (2017). 11. ALL GLASS SHOWER ENCLOSURES TO BE TEMPERED. 12. OPERABLE WINDOWS WITH A SILL PORTION OF THE OPENING LOCATED LESS THAN 24" A.F.F. AND MORE THAN 72" ABOVE FINISHED GRADE SHALL INCLUDE A WINDOW OPENING CONTI THAT COMPLIES WITH SECTIONS R312.2.1 AND R312.2.2 OF THE FLORIDA BUILDING CODE RESIDENTIAL 6TH ED. (2017). .. GARAGES AND CARPORTS SHALL ,CT REVIEW DEVICE 1. GARAGE DOOR A. ENGINEERED FOR 160 MPH MIN, WIND LOAD. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER FBCR 6TH EDITION (2017)SECTION R302.5.1: OPENINQS FROM APRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OP NINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BEEQUIPPEIP WITH SOLID WOOD DOORS NOT LESS THAN 13/8INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LE SS THAN 1. 318 INCHES 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 E E 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 SHAL L HAVE NO OPENINGS INTO THE GARAGE. -4. AS PER FBCR 6TH EDITION (2017) SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN %-INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 518 4NCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN Y24NCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN RE(vU11RE-MENTS. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GEI THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIG 3. PRESUMPTIVE SOIL BEARING CAPACITY IS 2000 PSF ON UNDISTURBED SOIL. ALL CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL. BOTTOMS OF FOOI BE V- 0" BELOW FINISH GRADE (MIN.). IT IS THE RESPONSIBILITY OF THE BUILDER TO PERFORM SOIL BEARING TESTING UNDER THE FOOTPRINT OF THIS STRUCTURE PRIOR TO START CONSTRUCTION AND TO VERIFY THAT BUILDING PAD MEETS THE PRESUMPTIVE SOIL BEARING CAPACITY. IF BUILDING PAD AREA TESTING RESULTS IN SOIL BEARING CAPACITY THAT I THE PRESUMPTIVE BEARING CAPACITY, IT IS THE RESPONSIBAM OF THE BUILDER TO NOTIFY AS DESIGN GROUP (VIA WRITTEN R.F.I.) SO THAT THE FOUNDATION CAN BE MODIFIED Ai PRIOR TO START OF CONSTRUCTION, AB DESIGN GROUP SHALL TAKE NO RESPONSIBILITY FOR NEGLIGENCE BY BUILDER IN THIS ASPECT OF CONSTRUCTION. 4. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 5. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Y2 THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 6. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAR OF GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO95%MAXIMUM DRY DENSITY DETERMINI ACCORDANCE WITH ASTM 01557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 7. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 8. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 9. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. 10. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 11. 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 A SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. 12. 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, Z ALL CONCRETE FOR THE FOOTINGS, SLABS ON GROUND, AND MISCELLANEOUS ITEMS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AFTER 28 DAYS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND PROVISIONS OF TABLE R402.2 3. ALL AGGREGATES USED IN CONCRETE SHALL CONFORM TO ASTM C33-03, MAXIMUM AGGREGATE SIZE SHALL BE'/"". 4. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER. 5. BRACE FOUNDATION WALLS, RETAINING WALLS, DURING BACKFILLING AND TAMPING OPERATIONS. LEAVE BRACING IN POSITION UNTIL PERMANENT RESTRAINTS ARE INSTALLED. L` NOTES. SHALL :THAN JINGLY 6. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED W. 7. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON DRAWINGS, SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE, 8. CONTRACTOR/OWNER TO PROVIDE SOIL REPORT TO ARCHITECT PRIOR TO ANY CONSTRUCTION. 9. FLOOR ELEVATIONS AT REQUIRED EGRESS DOOR SHALL MEET PROVISIONS OF SECTION R311.3.1 IN FBCR, 6TH EDITION (2017). MASONRY 1. MASONRY CONSTRUCTION SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R606 OR WITH THE PROVISIONS OF TMS 402/ACI5301 ASCE 5. 2. CONCRETE MASONRY UNITS SHALL BE GRADE "N" TYPE II OR EQUAL AND, IN ACCORDANCE WITH ASTM C90-06b, STANDARD SPECIFICATIONS FOR HOLLOW LOAD -BEARING CONCRETE MASONRY UNITS, MINIMUM COMPRESSIVE STRENGTH OF F'm =1500 PSI. 3. OPEN-END BLOCK MAY BE SUBSTITUTED FOR STANDARD TWO CELLED BLOCK. 4. MORTAR SHALL BE TYPE M OR S IN ACCORDANCE WITH ASTM C270-07, STANDARD SPECIFICATIONS FOR MORTAR FOR MASONRY. 5. MORTAR JOINTS FOR ALL BED AND HEAD JOINTS ARE TO BE 3/8 INCH THICK. THE BED JOINT OF THE STARTING COURSE MAY VARY BUT IT SHALL NOT BE LESS THAN %INCH AND NOT MORE THAN %INCH, REFER TO FBCR, 6TH EDITION (2017), SECTION R606.3 FOR MORTAR JOINT THICKNESS TOLERANCES, 6. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476, STANDARD SPECIFICATIONS FOR GROUT FOR MASONRY, OR 3000 PSI PEA ROCK CONCRETE PER SPECIFICATIONS AND THE PROVISIONS OF SECTION R6062.11 OF THE FBCR, 6TH EDITION (2017) 7. FILL CMU CELLS SOLID WITH GROUT ATALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. 8. MASONRY WALLS SHALL BE LAID IN A RUNNING BOND PATTERN. REINFORCING STEEL 1. ALL CONCRETE AND MASONRY STEEL REINFORCEMENTS SHALL CONFORM TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315; THE STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE IN BUILDINGS, ACI 301; AND THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11. 2. REINFORCING BARS SHALL BE OF INTERMEDIATE GRADE CONFORMING TO ASTM A615, GRADE 40 (UNO), 3. CONCRETE SLABS ON GROUND SHALL CONTAIN MICRO- OR MACRO -SYNTHETIC FIBER REINFORCEMENT. FIBER LENGTHS SHALL BE 1/2 INCH TO 2.25 INCHES (13 TO 56 MM) IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS PER CUBIC YARD (0.45 TO 1.78 k9/0) 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 BARS FROM ADJACENT CONCRETE SURFACES SHALL BE: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. CONCRETE EXPOSED TO EARTH OR WEATHER: B.I. #5, W31 OR D31 AND SMALLER 2" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WIT GROUND: C.1. #11 AND SMALLER 334 D. BEAMS & COLUMNS: _ D.I. PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 1Y=" 7. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ARCHITECT ELECTRICAL 1. ALL ELECTRICAL TO COMPLY WITH THE FBCR, 6TH ED (2017) AND NFPA 70, NEC 2014 EDITION. 2. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE DETECTOR WILL ACTIVATE THE ALARM OF ALL THE DETECTORS. WIRELESS SMOKE DETECTORS ARE PERMISSIBLE PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) 3. NOTE: ALL ROOMS/ SPACES SHALL HAVE ARC -FAULT TYPE/ TEMPER RESISTANT RECEPTACLES PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2017) REQUIREMENTS 4. 78%OF LIGHTING MUST BE ENERGY EFFICIENT PER FBC ENERGY CONSERVATION, 6TH ED (2017) R404.1. 5. 125-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE RECEPTACLES INSTALLED IN LAUNDRY AREAS SHALL HAVE GROUND -FAULT CIRCUIT INTERRUPTER PROTECTION FOR PERSONNEL. 6. OUTLETS FOR DISHWASHER IN KITCHEN TO BE GROUND FAULT CIRCUIT INTERRUPTER (GFCI), OR HARDWIRED AND DISCONNECT TO BE LOCKOUT IN PANEL, 7. REFRIGERATORS, MICROWAVES AND GARBAGE DISPOSALS TO BE ON DEDICATED 20 AMP PANEL. 8. NOT LESS THAN ONE RECEPTACLE OUTLET, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN EACH ATTACHED GARAGE, AND IN EACH DETACHED GARAGE, THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLES) IN A GARAGE SHALL NOT SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE. TIMUR 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 INDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: C.1, STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: D.A. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI.2007) E. APA-THE ENGINEERED WOOD ASSOCIATION: E.I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE #2 (MIN.) MACHINE GRADE LUMBER, UNO. A. Fb =1,100 PSI Fv =175 PSI E=1,400,000 PSI B. STRUCTURAL LUMBER SHALL CONSIST OF, BUT NOT LIMITED TO; RAFTERS, VERTICAL STRONGBACKS, LEDGERS, BEAMS, HEADERS, AND POI -.ITS. 3. LUMBER FOR INTERIOR BEARING WALLS OR EXTERIOR WALLS SHALL BE SYP#2 (SOUTHERN PINE #2) OR BETTER (UNLESS NOTED OTHERWISE). 4. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 5. MINIMUM NAILING PER FBCR, 6TH EDITION (2017), SEE TYPICAL NAILING SCHEDULE ON PLANS. 6. ALL BOLTS SHALL HAVE MINIMUM 2" SQUARE STANDARD CUT WASHERS UNDER HEADS AND/OR NUTS WHERE IN CONTACT WITH WOOD. 7. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL CONFORM TO SECTION R602.6 AND R802.7 OF THE FBCR, 6TH EDITION (2017). 8. FOR ASPHALT SHINGLE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 7/16' 088 EXPOSURE-1 OR 1/2' CDX PLYWOOD SHEATHING. PROVIDE PANEL=CLIPS AT MID -SPAN FOR SPANS GREATER THAN 16" ON CENTER & AT ALL UNBLOCKED EDGES OF PLYWOOD SHEATHING. 9. FOR CEMENTIOUS TILE ROOFS, SHEATHING SHALL BE STRUCTURAL GRADE 5/8" OSB EXPOSURE-1 OR 5/8' CDX PLYWOOD OR 15132-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. FLOOR SHEATHING SHALL BE STRUCTURAL GRADE '/: SUBFLOOR T & G INTERIOR PLYWOOD, GLUED AND NAILED. ADHESIVES CONFORMING WITH PERFORMANCE SPECIFICATION AFG-01 SHALL ONLY BE USED. 41. WALL SHEATHING SHALL BE STRUCTURAL GRADE 7/16' OSB EXPOSURE-1 OR 1/2" CDX PLYWOOD OR 15/32' APA-RATED O.S.B. OR 1/2 " ZIP BOARD SYSTEM, INSTALLED PER MANUFACTURER SPECIFICATIONS. 12, MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24' AND THE MINIMUM AREA SHALL BE 8 FT. SQ. 13. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2. 14. AS PART OF PROJECT, AS DESIGN GROUP WILL ONLY WORK WITH THE DESIGNATED TRUSS COMPANY OR COMPANIES (HIRED BY BUILDER) THAT WILL PROVIDE TRUSS ENGINEERING FOR THE PROJECT. IT IS THE BUILDER'S RESPONSIBILITY TO NOTIFY AB DESIGN GROUP OF ANY TRUSS COMPANY CHANGE OR ANY SPECIFIC CHANGES TO TRUSS LAYOUT OR REACTIONS AFTER AB DESIGN GROUP RECEIVES INITIAL TRUSS PACKAGE FROM DESIGNATED TRUSS COMPANY OR COMPANIES. CORRECT PROCEDURE TO NOTIFY AB DESIGN GROUP OF ANY SUCH CHANGE IS THROUGH A WRITTEN R.F.I. PROCESS. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR SUCH CHANGE WHEN NO R.F.I. IS GIVEN TO ARCHITECT. 15. TRUSS MANUFACTURER SHALL PROVIDE COMPLETE CALCULATIONS SHOWING INTERNAL LAYOUT, MEMBER FORCES AND STRESS CONTROL POINTS AND SUBMIT TO THE BUILDING DEPARTMENT FOR APPROVAL AND TO THE STRUCTURAL ENGINEER FOR REVIEW. ALL CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROPOSED CONSTRUCTION, 21 TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1.1982. PREFABRICATED TRUSS TOP AND BOTTOM CHORD LOADS SHALL BE PER THE RECOMMENDED MINIMUM DESIGN LOADS IN APPENDIX B OF THE ANSI[TPI 1-2007 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L1I DEAD PLUS LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L1240. THE CONNECTIONS FOR ALL TIMBER EXPOSED TO EXTERIOR ELEMENTS OR TO PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR PAINTED WITH A CORROSION RESISTANT POLYMER PAINT. ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE *SIMPSON* STRONG -TIE BY SIMPSON CO., OR EQUAL. UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE LATEST CATALOG. DRAFTSTOPPING TO COMPLY WI FBCR, 6TH EDITION (2017) SECTION R302.12: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH AND ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FT (92.9W). MAXIMUM STUD LOAD CAPACITY (SYP #2) FRAME WALL HEIGHT @ 8'1 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 12017) ENERGY CONSERVATION. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL, 2. WATER SUPPLY LINES SHALL BE: 2.1. CPVC.OR 2.2. PEX CONFORMING TO NSF 61 AND MEET THE REQUIREMENTS OF R2906.4 OF THE FBCR, 6TH EDITION (2017) PEX LINES MUST MEET ONE OF THE FOLLOWING, ASTM F 876, ASTM F 877, OR CSA B137,5 PER R2906.4 FITTINGS SHALL MEET THE REQUIREMENTS OF TABLE P2906.6. ' PEX PIPE EXPANDS AND CONTRACTS APPROXIMATELY 1' PER 100' OF LINE WITH EVERY 10-F CHANGE IN TEMPERATURE. BECAUSE OF THIS, EXPANSIONS LOOPS MUST BE USED TO ADEQUATELY ACCOUNT FOR EXPANSION AND CONTRACTION PER THE LENGTH OF LINE BEING INSTALLED. ' PIPE SUPPORTS SHALL BE A MAXIMUM OF 32" HORIZONTALLY, AND 10" VERTICALLY PER TABLE 2605.1 OF THE FBCR, 6TH EDITION (2017) ` CONDENSATION LINES SHALL BE MINIMUM%' PVC (SCHEDULE 40), INSULATED WITH W 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. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO THE FBCR, 6TH EDITION (2017), 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903 OF THE FBCR, 6TH EDITION (2017). 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING AND NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2 OF THE FBCR, 6TH EDITION (2017) 2-STORY GYPSUM BOARD 1. UNDER STAIR PROTECTION: A. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH GYPSUM BOARD, FBCR, 6TH EDITION (2017) SECTION 302.7 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND, NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1 OF THE FBCR, 6TH EDITION (2017). ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS -- KICK-CuTDETAILS -- "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS -- PIPE PENETRATION DETAILS -- VENT FFNETRATION DETAILS WEEP SCREED DETAILS -- CONDUIT PENETRATION DETAILS CASING BEAD DETAILS -- DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS -- CORNER BEAD DETAILS -- WINDOW CASING DETAILS -- STUCCO TO SIDING TRANSITION DETAILS -- WINDOW FLASHING DETAILS SHALL BE INSTALLED PER ASTM-C1063 -11A AND R703 OF THE FBCR, 6TH EDITION (2017) 4. LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH ATTACHMENTS SPACED NOT MORE THAN 7 IN. (178 MM) ON CENTERS ALONG SUPPORTS PER SECTION 7.10.2.1 OF THE ASTM-C-1063 5. WEEP SCREEDS SHALL BE SECURED TO THE FACE OF THE PLASTER BASE AT NOT MORE THAN 7 IN. (178 MM) INTERVALS ALONG SUPPORTS PER SECTION 7.11.1.1 OF THE 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 AB DESIGN GROUPS SERVICES FOR THIS PROJECT. 2. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S /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: 01/01/18 A R C H IT E C T S Design Grou Inc. 1441 N. RONALD REAGAN BLVD LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.a bdes tgngro u pxo m AA #: 0003325 r71 11111111111I�N m svBDIV. & LOT: OAKLAND LAKE LOT-22 MODEL: 1833 GA000-00 PROJECT*: 02784.000 PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA w ApR 4/4/18 4,9 L 1 /4' VC 1'-0" 1 • L�j w File r SIMPSON WP ROLL STRAP OR EQUAL —SECURE STRAP TO UNIT W/ (2) +8xl 1/4 SHEET METAL SCREWS ION 0L 8TUDOR AUTO -VENT 2 I 'I 3' MDOR 3 IWUTO—VE�1T I 2���� 2 I. WASH I vs 4' 3' I WC . )METRIC (SEWER �ru -vi 20'-0" 6" `9-7 PAVERS EDGE LINEA G IN 1 �L*__J 3 1/2 `PAVERS O 24'x24'x12' GONG. FTCa. CONIC. A W/ l3Ja KEBABS EA. 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WAY I 3'COVER I DI ON CHAIRS ' "3 1/2' DI CVER — J I/1' PAVERS�`kP (-I�& v R _LINE 2 3 16' 0" 2'-3' 2'-0° 41.8„ 21.011 20'-6" 9'-0" S'-8" I1'-10" 50'-0" l !, /1lIII g SCALE: 1/4 = 1'-V' ELEVATION 'A' A R C H IT E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �II"IIII" LgmmoOvvvv� E 8 E O C SUBDIV. 8e LOT: OAKLAND LAKE LOT- 22 MODEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA TE: 4 /4,f1 B *CXZ.E: 1/ j(=1'-0" ©' • 1 File Copy I romorlNu 11AiWo 101 + V9 a ou SCALE: 1/4 = II-O' ELEVATION 'A' 12'-2" 13'-C " 2m'-2" A R C H I T E C T S Design Group IIn�. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �I"'llll" �m_moomvvo� E 8 N E O L SUBDIV. 8e LOT: OAKLAND LAKE LOT-22 MODEL. 1833 GA000-00 PROJECT#: 02784.000 PAGE: DOWEL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA j JAM �� 12N� D E: 4/4/16 S ALE:1/4"=1'-O" SHEET 2 OF 0 File Copy WALL LEGEND 8'-8' BLIG. BRG. SHEAR WALL SEGMENT WOOD FRAME BEARING WALL INTERIOR: 2x4 WALL A 16' O.C., UNO- EXTERIOR: WOOD FRAME WALL PER COMMUNITY SPECIFICATIONS. REFER TO TABLE N/63 FOR MINIMUM O INTERIOR NON -BEARING WOOD FRAME WALL: 2x4 ® 24' O.G. MAXIMUM, UN.O REQUIREMENTS FURRING AT MASONRY' e 24' O.C. OVER FOIL LOTT'S CONCRETE RO, Box 771255 WINTER GARDEN, FL 34777 PH. (407) 656 2112 LINTEL NO. LENGTH TYPE COMMENTS L-1 4'-6" 8/22-64UU/(0JL RECESSED L-2 5'-10' 8/24-5-(IJU/01X L-3 11'-4' 8/28-8-CIJU/(tx PRESTRESSED L-4 4'-6' 8/24-S-(I)U/(0JL L-5 4'-6' 8/24-8-(I)U/(0)L L-6 V-4' 8/24-6-(I)U/lIA- L-6A W-4' 8/16-S-CUU/C1JL L-6B II'-4' 8/I6-8-luu/(IA L-6G II'-4' 8/I6-S-CIXJ/CIR L-6D Il'-4' 8/I6-S-CUU/C1K L-1 i'-8" 8/24-5-(I)U/(l)L L-8 3'-6' 8/24-8-(I)U/COAL 8/24-8-(I)U/IOJL 4^ZTm<4n'GT4If LINTEL SCHEDULE LINTEL LENGTH TYPE COMMENT NO. L-1 4'-6' SF22-05/IT RECESSED L-2 5'-10' 84=24-05/1T L-3 11'-4' SF28-I5/IT PRESTKSSED L-4 4'-6' 8F24-013AT L-5 4'-6' 8F24-05AT L-6 V-4' 8F24-I5/IT L-6A II'-4' SFI6-I5/IT L-65 11'-4' SFI6-15/IT L-6C 11'-4' SF16-15/IT L-6D II'-4' 81FI6-15/IT L-'I 1'-6. SF24-I5/IT L-6 3'-6' 8F24-05/1T L-9 5'-10' 8F24-05/1T L-5 25-SH EGIRE8S TEMP BEDROOM 2 8'-8' CLG. zi .. mac. .- BATH 1 8'-8' CLG. 0 A GREAT ROOM 5'-8' CLG. —-------------33 CL_ N -- ® T— F\ _� ----- BROOM 3 8'-8' CLG. - -- i LAUN I L 8'-8' CLG. - O O < < 0 - -- -- -- II KITCHEN_ e'-8' CL6 r-- r— I I 2—CAR GARAGE 8'-8' CLG. IV-0' X 7'-0' OFKsD L-3 DINING ROOM W-a' CLG. ENTRY a'-8' CLG. ]LINTEL 7fr__jL N SCALE: 1/4 a I'-0' ELEVATION 'A" L-7 (2)25-5H EGRESS OWNERS SUITE 8'-8' CLG. I I I WIC I I I I I I I L J OBATH BATH 8'-8' CLG. DEN 8'-8' CLG. A R C H I T E C T S r11111_2� LONGWOOD, FL 32760 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com ` AA #: 0003325 ' r � �omemomog SUBDIV. & LOT: OAKLAND LAKE LOT-22 MODEL 1833 GA000-00 PROJECT#: 02784.000 PAGE: LINTEL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA WAR D k: 4/4/18 S LE:1/4"=1'-0" SHEET 3 OF to File Copy SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS A'PRFGAST U-LINTELS SAFE LOADS (LBS/FT) 4--4- Gil OVERALL LINTEL LENGTH 0 BB B 5Fn m8 ZFIb-m0 ¢F10-0B BF34 0e B 8-0a &'3]-ma (TYPE 6 LINTEL) BLs R 3m69 ula " 5163 660E 0054 Salo] 3'-b' TO 9'-6' (PRECAST) 223E 156E �2951 Sees 4B9m 596E r -1m34 BIOI 3'-7' TO 4'-0' (FREI less I%9 - LbmB:':S I✓D R931 '- 3t5H 4Blb '-- Sc¢0 bYe4 4'-I' TO 4'-6' (PRFGAST) 1539 SD e A 14_1 it" ]E6s 3p9 Id29# 36B6 4149 33 E4a 4'-1- TO S'-e'(PREOA6Ti Itn Ilm' 1113 1651 1099 ]549 3005 341m s'-5-To VFW IFSai 106E N: tell 123n u'e27 F-+ 34M 3031 3701 lietEv 4383 �5061 e3.E 9'-11- TO 6'-6- (PRECAST) Ice lei! ILI 1191 ^- - 31 16.9E I25 2699 6'-7 TO 7'-6' (PRECAST) 14H E 9 1 29 ..8�.<'"I l'-l' T09'-4' (FF£CABD 554 Ill. 1615 c764 3A06 281E 3302 - 1- e`15 a5 D90 IR41 W9S IT F1 2 e_ 551 11-5. TO Ia'6'<PRECAsi) 4l5 R6 562 ®Y 16 201' 2IL1 roLi7 4:94 Is'-l' TO W-4- (PIREOABD 36R 54D 013 - £54 111, 25Z5 - c5. TO b'-0' (PRECAST) sel ..3J4ID 11 ' 1 154 ir, D s 694 +193 '-1E P11 -_ 28D5 =51 2. 11'-I' TO IS'-4' (PRFGAST) R96 ,-4' +h W m' Or. ---- -- 698 ----- - 20 2916 DD3 6 9e6 _- .10 /], ID'-5'TO14-0-(PRECAOV 2^ _. 4 e Zb -i P02 326._. 6'. 30 22l 26 NR vR 14'-1'T014'-e'fPRE9tRE3SED) NR -r456 NR 'ss - i 3 m nR `.R 9w a RSri - z,z _ <R •R NR IR I4'-9' To l5'-4' (FR:8TRE89ED1 NR I : ax - To z m 13'- a=D --" - - .'+2e' 2V3 15'-9' TO ❑'-P (FRE6TRSEI rR NR IF R 4k uR I VR 'D0 \R >492 £ 9 2 6 6C<i3 \R h E NR 1. 10M9 1 aPil Nk-_ Uc t'- T019'- 5' 4' (PRE9TREBBEp) hE �R : 1 m ot- 4 1'aE] 3R k NR =5 16 - 19'-5' TO RI'-4' (FFc'81RE88ED) nF 8m 1 qA> ZT >ap 38 I14 F t 3$9 14b8 NR 1s 21'-5-TO22'-O'(Flselte9BE0) NR 5 1P 315 co JI 16' 0l `R k \R R Ian 399 N_ Vk 21'-I'i014'-O'(FREbTREb6ED) NR ,,1 D' I52 '45E +bF4- .b4 Imo. - AACK I rTAT]4 A PART) R'PPPr.AAT 11-1 III P- C 68lPP U(DLIFT LATERAL OVERALL LNTEL LENGTH 6F6-T 12 1T vl6 I EF m T BRc.I BF20-IT H12-1 RCTN (TYPE of LMreu „BFB�R( 15£9 OFIR.2T 5 PF6-Pi Sp -a . BF00427 39 BFz4-2T o16a 0Fa1i 532 Dirt Z?'. SO. she lmyl area T-W TO 3'-6'(FRECASTI - 69 24S 552E 6.E0 1 439 5263 5_l0 bap 5'S TI 109E lala 163 m 6m19 lb5 l6� 309 - >m+9- u- ms 3mb¢ e1 t s�D s 013 4'-I'T04'-6'(PaSGgOT) ¢1_ Ss9 9 412 all 743 4'-7- TO 6'-4'(PFeG46D <Ip, 92i Is I l - 2 11-1 mPN^ eeb -9i6 >599 693 - 3 ml _ 2l YL F, ;so, 3£ O all' _ - 251 31p _ so-.tRl 41 B'-Y TO 5'-10' (�CABT) 616. B'-IN' TO b'-6' (,PRECAST)3 ., was �*5. - m P6tl 2 c19P I I ._311R 1'-­T- TO l'-6'(FRECABT) � - 4R6 63$ 363 vT _ a24 L Ie-1 3e z 6 a 22a Selo l'-l' TO 9'-4- (PRECAST)55 326 5E 23s 691 - 364 S S rlc 64 0v, 15r 4E1 4 1& /" 6 2111 W-5' TO 1V-6' (PRECAST) - Salo 5 Teo -- n63 e, :Tc -R - 2msz aP B 1,53 204 AN III a m 611 26D 02 154 10'v. TO 11 -4. (PRFCAaT) Ala.. so, 'maz 1R 6m na IP-8'to n'-01 i PECAOU - a -- n - s6, e44 a'O ) 13l 410 0 Jm d1 6m F4 184 TF7 2@lfi Ile 12'4 TO 13'-4' (PIR9cA8D $ 38a 360 SYB tlp9 L U53 , 660 134 3It 4 r28 I:O 100 13'-B'TO 14'-s•(PRECA9T) -13e e25 185. 9 8 Ibmi - I,, - Sm'i 396 13p 334 D10 a,, 91 p g j'.. k j - 19ID3 58 1414 TO I4'-0' (FR£aTRB%ED) f134 eR ]B4 14'-9' TO I5'-4' (PRESTRESSED) 2 + - I96 ¢9 0-a NR 291 B3 e0 � ,96E '6 _: M I9'-5' TO It'-4'(PRE9TRE85ED) 1. 263 405 521 ass 15, Bl3 NR 194 64 IT-5' TO 19'-4' OneeSTRED&II bR aR9 34B 4al 541 64l tal b.,.+ - &19'-61 4- _ r TO21'-4' lFRE9TRE89ED) {u_ 32_ I s lox 6304 j RI'A'TP 22'-0' (FREBTREssEDJe9j E T- 2 ,61 _ '. (f'R66TRE69EDJ NR 91 lea e, ) - Iss Selo NVT 5,6. 5"PRECA51F W/2"RECE56 DOOR U-LINTEL6 SAFE LOADS (LBS/FT) UPL.ILT OVERALL LINTEL LENGTH Ecr�6= 0<FDY 83N-i BT3'0-R BFFih"eRF26-IT &330-IL aRl6 all till 94FE-R3 Seel 166E 136E " 11316E 44d9 1! (TYPE OF LNTEL) 154 -4 i0 4'-4- (FRECAOT) ', Not, Dbl 168 751 Is.2212 2939 960'1 4215 4943 Rs19 a 1e69 n9l 2326 204 938E 301E 4'-5' TO 4'-6' (PRECAST) 694 693 4'-l' To 9'-e' (PRECAST)nlo 4sB 401 655 1269 l91' 61 0 1�6 aS 2-33 Slab else W.S. TO I(P CAST) 655 5-1 1233 3 '.146 'S}m E2 242- ael8 Asia we eN I'* 5' -II' To III a- 0' (PRECAST) 5'8 lBB !B4 . 510 m& 1060 142 IE3m Lba I1422 2166 o 256E 2%B 6'-9' TO. I'- -- 909 614 ADS -- D90 - 1954 165 ]I69 R 6 c=u1 040 9 21e T'-T TO V 8'(PREGA9T) :3 I - ...133(-0 J 3,0 490 Is 56m Iml2 1306 m SEI95H 4^ZT=44n'G"i LINTEL SCHEDULE MAT IA ER S L I. Pe S' precast ]Intel - 4000 pal 2. no prestressed lintel = 6000 PSI 3. Grout per ASTM C416 f'g = 3000 pal w/ maximum 3/5 inch aggregate 4 S to II Inch slump 4. Concrete Masonru Units (CMU) per ASTM C90 w/minil net area compressive strength = IeOO psI 5- Rebar per ASTM A615 grade 60 6. Prestressing strand per A5Tr, A416 grade 270 low relaxation 7. Mortar per ASTM C270 type 1`1 or S GENE6zAL NOTES I. Provide full mortar bad and head Joints. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architectural and/or structural documents. 4. U-Lintels are m61uf4ctured with 5 1/2' long notches at the ends to accommodate vertical cell reinforcing and grouting. 5. Reference the CAST-CRETE Load Deflection Graph brochure for lintel deflection information. 6. Bottom field added rebar to be located a the bottom or the Ilntel cavity. 1. 1/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. B. Gast -In -place concrete may be provided In composite lintel in lieu of concrete masonry units. 9. Safe load rating based on rational design analysis per ACT 318 and ACI 530 10. The exterior surface of lintels Installed In exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-296 or other approved coating. II. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal (lateral) loads should be checked Per the combined loading with the following equation: Aoblled vertical load Aq lled horizontal load 5 LAD Sara: vertical load Safe horizontal load 12. Additional lateral load capacity can be obtained b the designer b providing additional reinforced concrete masonry above the lintel. See detail at right: 'm-E00psi SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED Cl FULL COURSE 2' Cl TYP (2) `5 REBAR B GR40. or GR60 SAFE LOAD TABLE NOTES 1. All values base on minimum 4. inch e dlintel 1. For composite II t h t f no shown, use Safe nominal bearing. Exception: "Safe loads for unfilled i load From next lower hi lit shown. t lintels must be reduced by 20% if bearing length Is 5. For Ilntels lengths notan wn, use safe load from less than 6 1/2 Inches- next longest length show, 2. N.R = Not Rated 9. All safe loads in units of pounds per linear foot 3. Safe loads are Superimposed allowable loads. I 0. II s cads based on A safe silo supported simply 4. Sara loads based on grade 40 or grade 60 Field span. raper. II. The number In the the par thesis Indicates the 5. One RT repair may be substituted for two 05 FaCers percent reduction for gr Ide 40 field added in e• Ilntels only rebar. Example 7'-6' Inte type SF32-I5 safe 6. The designer may evaluate concentrated loads gravity load • 6412rn) w/ 15% reductloo 6412 from the sate load table by calculating the (85) = 5501 plf maximum resisting moment W arl at d-away from face of support. PE DESIGNATION 0st1NeaREQOP I- /2' CLEAR = FILLED WITH GROUT / U , UNFILLED t07 U4NTITY OF 5 REBAR AT 1 BOTTOM OF LINTEL CAVITYIr Q I to aF1(=15/Tj 1T z GR UT s i`L - Z QUANTITY OF IS R5 RE5AR AT BOTTOM REBAR AT TOP • 0 OF LINTEL CAVITY NOMINAL HEIGHT BO TOM REINFORCING NG"tiAL WIDTH 1-5/S'ACTUAL 11-51 IN LINTEL VARIES) 8' NOMINAL WIDTH TABLE No, 11 SAFE WORKING LATERAL LOADS (PLF) 8" x 8" LINTELS LINTEL SA•E 11 LATERAL LOADS LINTEL PCP) Total 'ere OF TV- 8k8' PLAN 895' eOLIO 2'-W' P.A Ri 31 3'-1. FHDAI list 73ie' 4'-0' P(6fdet 844 1614 t 4'4' Pr ilt INS I2" 4.8' Precast 506 Ilia 5'4' Picl 666 I%5 5'-1. Rewet US Via a'-4- Flail am I%4 111' Racal 612 12M 6'4' PH.A 510 1211 1'-1. Recast 446 See T-8' Recast 425 04 B-0' Pstilit See BK W 4' Prison 354 145 9'-4' Fred 271 50 VD'-6' Prizi S2 453 II'-4' Rewet Me 62e 1'-1. Raul 104 549 D'{' 111 143 804 131 Frewet IV, AN li PrIPW 99 MIT K•8' Reweem4 NA. So S'-4' .d see IT-4' 23 W-4' Ree ITS, 20-O' PIT. 59 AFH' R NA 131 11'-4' Reetreeaed NA 120 Rmtramed NA % NR . Nw RecomnaKutl r �'' I LOTT S I9 CONCRETE P.O. Box 771255 WINTER GARDEN, FL 34777 N 6J 8/8-S-(1) #5/(0) #5 8/6-S-(1) #5/(0) #5 NOMINAL WIDTH/HEIGHT OF LINTEL F- PLAIN OR SOLID LINTEL [8/16-P-#U/#L] No. OF ADDITIONAL #5 BAIRS IN UPPER OR LOWER LINTEL CAVITY Tcta: _mOL, GENERAL NOTES: I. CODES J. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS R4022 4 R606 L2. FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTIONS 1S012 4 2101. 1.3. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-08). A. AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 1-10). 2, CONCRETE: 2.1. CONCRETE COMPRESSIVE STRENGTH AT 25 DAYS: 2.1.1. PRE -CAST W/STANDARD REINFORCEMENT-4000 F-51 2.1.2. PRE -CAST W/PRESTRES6 REINFORCEMENT-6000 PSI 2.1.3. GROUT PER ASTM C416 - 3000 PSI W/ MAX. 3/le' AGGREGATE, B' TO 11' SLUMP. 22, REINFORCING BARS: 22.1. STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM All (GRADE 60) 222. STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). 73. PRE -STRESSED STRANDS ASTM A416 7-WIRE, STRESS FR ELIEvED 210 KSI EA. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. Proust PRa eel Precast Raceel Praeet Pi Rowell RKdOt Prewet Fri SAPS LATERAL LOADS (FITS s' DOOR e. DOOR HEADER HEADER PLAN SOLID IIt1 201E Delp S77 ebl NI 105 13% 659 65 660F*4 5e4AnSea TABLE No. i REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS LINTEL UNION CLEAR &PAN LINTEL TYFE LINTEL ETEEL U4PLLED GRAvHT CAPACITY (TREE 1019E GRAV TT CAPACIIT (L'TiL fIYaU IRRUPT CAPACITY RIME nXU UPLIFT CAPACITY (IY5L fY, 501TO' AR TOPBAR GRAVIY CAPACITY 1'-6' PRECAST (2)n 1 (2)n 424 1809 real %29 OW 3'.6' 2'-2' PRECAST (2)a (2)n 2415 3531 3531 $815 4815 4'4' 2'-8'' PRECAST 0)n (2)n 1153. nil 2111 33% 3304, 4'-6' V-1' Fell (1)1 (2)n INNe 2165 195 160E 260E 4'-B' 3'-4' fmuarl D)n a)n 02 101E 201E 2421 241E 5 4' 4.0 PRECAST (2)IS (2) IAOb Sal 1 165 9lo S91 9 -ID' a-6' PRECAST f119 (vn Asia We 1413 Kl0 k09 6.4' S-0 PRECAST f2)4 (7ln l40 D35 120 D16 6 b 5 1 CAST 0)4 U)n 110 I 123] I Z2 INS I 1345 6-B 5 4' PTECABT (D4 e2)n am IIBd I Tim let 1495 1-6' 6'-2' FMCAST (2)4 (2)n Die Del I "11 825 Rem 1-V 6'4' RECAST (21•4 0)n 551 See ell IN 1041 8-0' 6'Rl PRECAST (2)µ (i)n SIB ei so* 11 IN 1.4. 1'-0' PRECAST C)µ 1 (2) it 41S, Sell Sell "a S21 SA' 8'-0' PRECAST (2)NI 1 (vn 416 Me, 116 499 ISO III V-2' PRECAST (2)4 (2)n 354 65 SS Sea 613 II 4' 0'-0' PRECAST (VS MIS 35 Sell B61 3n 601 12-0' lo'-B' Fell Iva (1)3 H2 525 SO 21, %1 12-6' P-2' PRECAST (1)5 fD3 2r1 4% 4% 251 512 1T.4' 12'4' PRECAST (2)5 1 (D5 Des 458 08 214 442 K'-0' D'-a' PRECAST (v5 GIs 239 430 430 190 3% K-e' 13'-4' PRE61REb5ED (v •a (])R NR 410 4S 730 446 5.4' 14.0' PREBirE&6ED R)4 (Dn NR 315 319 210 40I I1 .4' Ili'-0' PRE6rRE6BEp (1P4 (vn NR 288 20B 163 311 9.4 IB-0' PRESTRESSED (v5 !1)5 NR 224 224 131 254 D.C. FRE571el (115 (v5 NR 201 2e, D1 231 71.4' 10-0' Ff c6iFE D (1)5 (2)9 NR 111 ITT 10T 208 I1-e' 20'-6' FREb1RE89ED (115 fD9 NR Kd S4 1 I% I4 p' v'-B' FRESTRE°EED fe15 (2)3 NR Si 131 84 *3 MR- NOT IffCOM'IENDED TABLE Na 1 REINFOl SCHEDULE A, LOAD CAPACITIES SAFE WORKING LOADS (PLF) ST X 16" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LNTEL TYPE LINTEL STEEL GRAVITY CAPACITY (On. (t:l GRAVITY CAPACITT (AL (11511 UPLPT CAPACITY rI (1)5U UPI CAPACITY 05. omen BDRCM5AR TOP BAR - 0R1.1. T 2 0000 3b6'PRECAST )n (2)it 699T 16e09 Seat Veto 4'-0' PRECAST n (2) n C61 logg® DIED p" Peel n (2) n 311E 96E bell 10cE9 4'-8' T f n (D N44 U14 Sees Icon5'-4' PRFGAST M/5 4W3 6d31 443E 1041 CAST 5 50 Seel 5430 PRSCASt (1)4 (2) n 4115 411a 5 bil5 2982 441E .,W6'4'00D% (2)R 29E 29n ema PRECAST µ O 2T96 21%Bel SIN 2lose SI,'-B 293E6-B PRECAST Y4 (2)n 258E 255E n54 ENDS 1'-V 1 Pr8LA9T ( µ (1) n 23% 29% K09 2506 B'-0' FREG49T Ivµ 1)n 90 net R3B 20SS -2. PRECAST O4 (Dn 511 1611 94i we II'-4' 1p'-0' PRECAST (]19 f1)5 K55 1455 I% 504 PRECAST M5 (1)3 5% 1335 691 S19 PRECAST M)5 R57 115E 6N R% la-4' II PRECAST G)5 (2) IS 1144 1144 545 IDS 14-4- D'-B' MC46T IV `5 17)5 1101 TW5 AS& V12 14'-B' 13.4' PRESTRESSED (P-4 (Un 1419 HIS 451 I I4h4' FRE6TRENNI (2)•4 (D 1 79E 119E 4D B23 n'-4' Ili'-0' 6TfESSEp )-4 (vn lea Sea 3O 41 Is 4" PRESTRESSED Du 'S Ms ma IN 160 513 20'-0' IB'-B' PRE611E 5 (2)'e 1l9 129 143 419 10'4' PREBT %ED O ei (1) 3 633 1S /i j21'-4' 33'-0' 20'-0' F1Ebr SEED 5 G)5 n 91 W 14'-0' 22'-0' FRE81RE8EED ] 5 (2) 4 41 Sn 1 330 TABLE NO. 3 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LNTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACITY a,'eL f )% GIIAVITT CAPACITY (InL (Ift CITIFY CAPACITY f119L (DS'J LRIFi CAPACITY (M (1191 e0 i BAR TOP BAR 1-1.]-T PRECAST 0)n (2)n 7646 ID000 logO9 ease 4-1.2-1. PRECAST R)n (2m Sees oo bI eiii 4 V 3-I' PRECAST (2)n (2)n 4142 0000 854E bear FFECAl (2)n 72)n 3,% 10619p 183E 1¢000 5-d 4.0' FREC46i (2)3 (2)n 050 5138 sees 5-0 4.6' CA9i (D3 O)n area 4661 9144 6 4 5-0' PRECAST (7) `4 f7)n t62 3%1 IK1 6.6' 5.1' PRECA51 MAI mn 2W 3645 65% 6 B 5-4' PRECAST (vV 9)n %16 344E bleb l b 6'-2' PRECAST M •4 M ]8% Neve W-4' PRECAST U)NI ) 4099 T08 428EB-e' v-B' PRECAST 0)4 (vn !-7%43m-43C43D 3130 2218 33898-4' T-W CAST G) (Dn 3420 2018 3561 V.- B'-0' PRECAST (D'4 21aw10-b' 1'-2'PRECAST (2)•4 S) n 633 2289TIA. 1I CAST O)5 ()3 We 103E 2009 12'4' 0-8' HiELAST (2)5 (1)3 N 9c S78 IT-6' II'-0' o"ar Ills (2)IS 1661 661 WE nV 13'4' I1'4' PRECAST Me, (I) 5 150E 501 rB 414 144- 11.V PRELA6T (2)5 (2)5 ID% 899 6% W3 I4-B' 13`4Y FfESITRE69E0 (2)r4 (Dn 1093 1093 %1 113E S-4' 14-0' PE6TRISPED f2Y4 (2) IT 11I4 n24 See, USE IT-4 1I PRE&rreeli (2)4 (2)n IB30 Se 411 694 B-4 184' PRESTRESSED (3)5 (2) 1053 I053 334 659 e0 D IB-8 PREBTRE99Ep fD9 G)3 ell Ste DR 65 21-4' ]0.0 PRESTRESSED (Del 252 852 213 II.O' 30.E FfE8rtEb5ED (Del (2 3 'Sl 191 ael Sal ]4.0 1 a .. T PRE&IRE D I We (1 3 Sea 659 215 46 TABLE No 4 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LNTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL GRAVITY CAPACRT ai (Hell) GRAVITY CAPACITY (1)5L 01 a 11RIFT CAPAOnI" IIBSL OAW UPLIFT CAPACITY (IDSL OA5U OGiiQI BAR TOP BAR ] 10 I'.6' PRECAST 122W 1=0 10mom 0000 PRECAST (2)n (2) `7 61 lease base efoo 4 0 7r MCAST Mt e2)n 6139 1MeCe Cove loill 41RP 3'-2'PRECAST (2)n (2)n Sell 10000 000® Iomo 41=61 3.4' PRECAST lvn (2)n 4693 10000 Sell ID000 5 =41 4-0 PRECAST (2)-a (2)7 165E 1000® na51 Ic800 5-10' 4.8' PRECAST (2)5 (2)151 623E ease al% IFV 0 6.4' S-e'PRECAST M4 0)7 910E 10800 47N 9450 6-6 S 2' PRECAST f11 .4 (vn B596 wom 44BI Bell 6.8' 5 d' PRECAST V 4 Seal 413E I l-V b 1' PRECAST _ (2)•4 6410 Si41 641E 1-B' 6 d' PRECAST (2)µ 6024 DOES 6163 Si 6'-1. PFECA9T fD r¢ (2)•4 ftna� 536E 70e3 BS93 8•I' T-0'PRECAST 4031 2501 5030 9'-b' B'-1.PRECAST f2)4 3126' DEC 389E Wi 9'-v PRECAST (D'4 (Dn 2931 2931 IND 90a5 II'-4' b'-0' PRECAST (D5 (2)5 1553 553 19 26N IT4' 1'-1. FRECA51 !Del C)J5 23pi )Seel IDS 229E IT-6' II'4' PRECAST _-eDS (D'e (2)3 2141 241 102E 20M PRECAST (D3 R>9 rel ntB 19% ire Bell 18t 021 I'll16.8 Id' -a' D'-e' PRECAST - (D5 D'-4' PRESTRESSED (D'4 1 ]Seel 1946 653 1283 15 4 14.0' PRESTRESSED _ fD4 (Dn 2136 11% 5% Ins 114=41 '6'4' PRESTRESSED (2) r4 (2) n Wl 0 late $64 95 19-¢ S.D. PRE6IFE%ED (Del (2)IS Die 1310 311 135 20 0 I-8-V PRESTRESSED (2)5eOS DI9 12I9 341 b% F=4p 20'-V PRESTRESSED 1062 9 601 12 0 20'-B' PRESTRESSED (2)5 (D5 sex 954 2 %5 24 0 22-5, PRESTRESSED f2)5 Ivy 94 024 139 41 TABLE No. 5 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 28" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LNTEL TYPE LNtEL STEEL GRAVITY CAPACITY 0i NAU GRAVTY cAPACM III UPLIFT CAPACITY fln_ fl5U UPLIFT CAPACITY /15L al w7m BAR TOP BAR pieec,%ST 12 (DnWDI -ow- I.,,. 1 2' 1 FREI (l)n 6%8D0 ledee leave 10000 44' zFe. I Feecal (1)1 (vn l9l& 10000 Delete ID00e tr-b 3-7' PRENST (vn (Dn seen 10o0D loos® bDBm 41' IT-4- Moteir (Dn fvn tape DOS lopee 10000 54' 4 0 LAST MIS (2)n Sam10000 ease, 10000 510' 4-w PRECAST ws (vn 1%1 I¢0e9 6806 Case 6-4 5-1.Pel (2)4 (2) `2 0000 10000 Se41 66e b b' 5 1' PRECAST (1)4 (1)n loE00 does, 5318 0000 6 8 5 4- PRECAST IV -4 12)n Sialla 1Coce 5021 Coca 6'-1. PRECAST Ivµ (2)n 71 SEAT 384E 1693 -8' V PRECAST (1)µ P1 n 71 916E 5667 IB26 PRECAST IV 7)n 6419 Sees Deal PRECAST (2)4 f1)n 5Se4 6993 M1 66IN e.4' &1 Fell (D'4 (Dn 456E 5066 ]355- 4146 C-6 9-Y PRECAST (2)4 (2)n 3526 sale Sam M63 II-d' lo.0' PRECAST (Del Me 32W 3190 WI 309E 17-0' 10.8' FR:GABT (2/5 (1) 293E 193E B96 1133 RECAST al Me, rue 216 2499 13'-4' W-0' PRECAST (Del (v3 2416 2416 -111 lei 2168 I PRECAST (2/5 f2)3 vb 116 gal 194, Id-B' S-4- FRE31RE6&ED (2)4 W 7 261 2611 12b 1431 S4' 14-0 PRESTRESSED IN% (2)n 26G 2616 663 1312 IT4' *'-Or PRESTRESSED (1)4 (Dn 2d23 20f3 5W 1022 ITelPRESTRESSED (7J5 !v3 1601 160 43 BIB zo,v IB w PRESTRESSED lv5 !2) we, HISS See 163 21 d 20.0 PRESTRESSED Me, (2)3 alin 13M 338 669 124' 20.E PRESTRESSED 12)is !D3 in 7T1 311 an 24.0- 22'-8' PRESTRESSED (2)5 1113 IOI4 lol4 166 51l TABLE Q. 7 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL I PLAN GRAVITY CAPACITY GRAVITY -I..I fDAL (IM GRAVITY CAPACITY fl iL (I>rau UPLIFT CAPACITY (ESL OPSU UPLIFT CAPACITY (IY5L (EFAI 1307LM BAR TOPSAR 3 6 2 2' RECAST (vn 1 () n 63 S65 us 7480 2480 40 2-5' PRECAST (2)n Il 425 125 I%9 IB63 4 b 3 1' PRECAST III it a19 RBI RBI Kula Was 4 8' 3=4' PRECAST )n (vn SAD Ia01 loBl 1396 B% 5' d' r_v PRRGABT (2) It G 659 930 INK IN 5'-10' 4'RV PREDABT MIS O)n 51R See MSea %b 6-4' S'-0' FTECAOT D)4. vn 494 741 141 Tel el? b'-V s_7 PRECAST (• 41i, 71% me T30 No Filel ( eels 693 693 Sea ISO l-6' 6'-1' PRECAST (2) (11 n 38l 5% 51 Sel 6'-4' PRECAST IDµ f11n 3r5 SeB S68 4% 641 FREC46T (ll4 (eln 353 5% "S 457 609 8'-4' 1'-0' PRECA61 M ra l7) n 50'I 9@1 -0II 516 11 8'-1. RECAST (2)4 (2)n 1% 4e5 435 35 4N C'-b' S"T RECAST D DIV se 311 3l2 139 423 PRECAST (2) is (D3 j,2334 15 Seel 345 E9 330 W.C. C'-8' PRECAST )s lD9 201 M2 1ST ❑3 215 12'-b' II'-2' PRECAST (D5 0 111 143 Sl Ia5 13'-d' D'4' pR-cCASi BI 19I 192 190 BB PRECAST (Del R6 160 SI SE 16, TABLE No. 9 REINFORCING SCHEDULE &LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X 6" RECESS DOOR HEADER LNTEL iH CLEAR SPAN LINTEL TYPE LNTEL STEEL. urFILLED GRAVITY CMACITT GRAVITY CAPAGRY Opl.(emu GRAINY CAPACITY (IhL N5U UPLIFT CAPACITY (CASEfim IRFt CAPACITY f1 G)5U WIT BAR TOPWR 34 7'•. J Slid 9 9 1234 223 4 4'' 2'-W CAST (1 n (vn RBI 1425 N75 W63 al 4'4' TV FIRECAST (vn M-2 1" 1320 we Me .ITS 4'-4' 3-e' PREAST OM ()n %3 12M 930 Sea 15% 4'-8' 314 PRECII (2)n (2) `2 M 05 of tea Sea 5'-V 4'-4' PRECAST M5 5%. 045 SAID bee 1011 V-8' 614' RECAST (21.4 ME 450 693 See 6% 190 1'-V III PRECAST (2)'4 7 315 %B %e 499 641 B'd' T. AST IDµ 36 400 W 315 Nis ,I". B'-4' PRECAST M-4 }]D 415 45 291 412 25. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 3. MASONRY: 3.1. DESIGN AND CON5TRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE MASONRY ASSOCIATION AND ACI 430-0a. 32. MINIMUM MASONRY UNIT STRENGTH: PIT 1500 1-51. 33. MORTAR SHALL BE TYPE S. 4. STRUCTURAL: 41 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF S° (WITH A MINIMUM ACCEPTABLE BEARING OF 4" PER FLORIDA BUILDING CODE RESIDENTIAL, 6TH EDITION (2011), SECTION R606.14 OR FLORIDA BUILDING CODE RESIDENTIAL, 5TH EDITION (2014), SECTION 2104.1.5 1) #5 CONTINUOUS (1) #5 CONTINUOUS Ig 313: 6'X16' KNOCKOUT BLOCK �• '! 0 PSI GROUT - �00 (PLACED IN FIELD) I9 313. 6'X16' KNOCKOUT BLOCK •4j •A 000 PSI GROUT •'�- _ :. a •., . [ (PLACED IN FIELD) TOP BARS: •• :j •• SEE SCHEDULE :�• TOP BARS• SEE SCHEDULE 6 ' • 4 (1) #5 CONTINUOUS _11 ••: e I (1) #5 CONTINUOUS r`-�' 7/32' STIRRUPS AT 4'-0' cc :.yn (RED OR WELDED) 7//332' STIRRUPS AT 4'-0' cc aim -1w : an (PIED OR WELDED) r BAR SEE SCHEDULE (PRECAST) SEE SCHEBARS DULE. (2) STRANDS 7/16--- 1' I' I ' 7 WIRE STRESS REUEVID IIN. MIN MIN, nN. 270ke1 PRESTRESSED 1` ly CABLE 8/16-5-(1) #5/(1) #5 8/16-S-(1) 1 #5 PRECAST PRESTRESSED 3R, 31" 3R' TABLE No. 6 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" X.32" COMPOSITE LINTELS LN,EL LENGTH CLEAR SPAN LINTEL TYPE LNTEL STEEL GRAVITY CAPACITY aNSL (Il9U GRAVITY CAPACITY OAL rl 9 LIP FT CAPACITY (U5L (t5U UPLIFT CAPACITY OSL O2 BOTTOM SAR TOP BAR 2-10' 1-6 PRECAST (2)n h)n e0 bell 10090 0pem 9 6 2.v FREI (Dn call0D09 Ree00 pace 44' 2-B' 11A9T (vn (2)n Me 10000 ADDS pace 4 W 3-2' PRECAST _ (11n fDn 694® 10000 Stage boeo 4.0 3-4' PRECAST (vn IDn 6364 lam bOEp moo 5 4' 4-v PRECAST (V5 ll 10000 plate) °.art 1i 5 0 4'-6' PRECAST (113 (Dn S543 pi V16 moo b 4 5-e' PRECAST (D4 t2)n pill 000065I9 all S'-]' LAST (2)4 0)1 =0 aa" 611 d" PRb AbT M4 (2)n 000e WOODS 581E (coca Tue. 6'-2' FRECA61 (]) 4 (2) n Deal I IW000 44S Ib ib` 6'-4' F1ELA9T f1)4 e2) 872 101 {340 U91 8.V i'-B' RECAST _ (D µ v n 14% lease SEES net B 4' T-0' PRECAST (2)µ (v4 fDn (Dn VIA 5193 I Ioeme 69B3 35I6 2Rt Iebe 550E PRECA5T FRECA57 - (214 ION sees 5063 eO94 448 "lo'-p PRECAST (L5 (ll5 (D3 (D3 4221 3n9 4221 3119 ITb3 9 Sella 3n0 PRECAST I-b' S' D 4' t-2- 1I 1'-T D-e' PRECAST PRECAST - n).5 De, 34D 34D NMI 2899 PRECAST (])5 (1) 5 (I13 Me 399E 2131 19% 2131 DIB lo88 2516 2260 K-0 3'-4' FRESTRE59E (1)4 ()n X31 3731 1 14Bd 19 4 KLC FREE - Illµ (2)n 2NS 2945 633 1555 Il d S'-O' ,TESSE ID v (D n 2Tea 22M B31 III PREB (D5 (v5 (2)5 (215 1 1686 ISO I6aa 426 39 044 1 20 0 1- PFEB 11.4 v 0 20'-0' 10'-B' FREE F5ESTRE (215 (115 (115 (v3 (113 ( ei Are 114E 1413 1 1141 34 214 691 4 544 M-0' - ]]'-B' RESIRES9E TABLE No 8 REINFORCING SCHEDULE Sc LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8` X 14" COMPOSITE LINTELS LINTEL CLEAR LNTEL TYPE LINTEL STEEL laur iY GRAVITY UPLIFT ul EIGTH SPAN CAPAorY CAPACTY CAPACITY CAPACITY BOrt011 BAR TOP EAR (VAL(L5U rUSL III mill(V5U fIRL DS ] p' w 21.2.Fell T' (VI ( S SON Ie0D0 00 0d00 0000 10000 4'4' 2A' r-FECASr (2)n M12 (2)n MIT (D5 (2)µ (v µ III Ivµ (v'4 M4 n)n (vn GV (2)n (21 n (11n ) ( n f11n abet 2441. SOB 411E 3344 303E 100I ]ll5 2193 205 1¢egg 1 22r 62I 4111 .4 3035 201 113E 2S9 7I09 ISST ,44m %D Sea 3169 less 63 73W 01a IT29 1646 Kea Itmtm 8228 rM 4830 3%5 3219 3046 1855 ]309 721B 105E 1 41' 3 Y RECAST 443' 3 PRECAST - 5'-4' 4.0' V PRECAST PRECAST S'-V PRELABT 1'-2' FRRCAST V-4' PRECAST b'3' FIR T V4' PRFGAST B'-0' 6'-e' PRECAST 1'-0' PRECAST ry)4 IB?5 1815 is''SI Me SIB 1-1. PRECAST (1Y4 p) µ (v5 (11n (D n Ian 12.E 113E 1265 113E Bpi 6l0 1 S14 ISI _ - 0'-6' 9'-T CAST 10'4' PRECAST- R'-e' 1,1. PRECAST (D9 fD5 (D5 Ito, 90B 1041 we 541 Its, IID25 R'-1. II'-]' PRECAST SV' D1-e' T (D5 I v5 502 1 902 1 465 935 K'-0' 1 R'-a' I PRECAST rv'e I M5 1 B62 I 842 1 44 B% 8/14-S8/14-SC1�5/(1)#55/(1) #5 m m «.. : s .t .... ' 4• m m ,• m }} 3 13/16' 8/32-S-(1) #5/(1) #5 QTl A R C H I T E C T S Desi n rot Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �"IIII"'I �000000� E 8 E 'O aaC I` M I svaDIV. & LOT: OAKLAND LAKE LOT-22 MODEL: 1833 GA000-00 PROJECT*: 02784.000 PAGE: LINTEL LOADS & DETAILS 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA `' r DAT : 4/4/18 SC :1/4"=1'-O" SHEET 3e1OF- 10 File Copy 2 SQ.FT. CAM'S 1ST FLR. LIVING GARAGE 1,633 411 60. FT. 50. FT. TOTAL LIVING ENTRY LANAI 2,244 22 200 SQ. FT. 50. FT. $0. FT. TOTAL 2,466 50. FT. CUBIC VOLUME LIVING 15,S41 CdM POWIT AND CLAMM W!D LOADS 8MC WPD E7ri OIS E FM 3 BECK= GUM am CALL If AW DESTM ZONE1B0 APH WIND yypTM r 1 22 3068 DR 404 80' 4 21.9 / -30.4 1 34 35-OW 63' 63' 4 31b5 / -41.1-1 3 112 b -00HGD -0, 111 84' 5 25.91 / -313S 4 M 2ES6 30, 63' 4 29b5 / -3220 5 11 T5- 38, 63, 4 29b5 / -38.81 EGRESS/TEMP. 6 54 W68 SGD 98' 80' 4 2132 / -25M 1 33 (2) 25-SH 151/8' 63 1/4' 5 2830 / -36.10 EGRESS 8 22 2414 TRANSOM. 24' 14' 4 30.64 / -3220 9 34 35-`%'I 53' 1 63' 1 5 31.65 / -41JI WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT.160 / VASD■124 MPH 5. INTERNAL PRESSURE COEFFICENT-+ .IS C. RISK CATEGORY -TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSUM AIRRE BASED ON THE Vult DESIGN WIND SPEED. F'BCR, 6TH ED. (2019) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 0b TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: L PRIOR TO DRYWALL INSTALLATION ON ALL FRIWING MS BE1RS 2'-0' FRCM Ti E FINISH FLOOR WILL BE SPRAYED AND TREATED W/'®ORATE' A TOMMITE TREATED SPRAY IMM /� v�ED *1 0L. SECTION r.� 1 cn 8'-roll 11 25-SH O EGRESS TEMP 0 BEDROOM 2 t<1 in 4 S3 O BEDROOM 3;( IV-V x 12'-0' ' - n 81-e, CL&Cn ( 10 O �LLA 22)% I ATTIC I _ ACCESS— — 10'-10, 2'-3" PANEL PAD -OUT STRUCK BLOCK 0 GARAGE WALL 20'-011 12XI2 CM COLUMN (3-TYP) 2'-4' v3' 0" 3,-1, I 16'-(0" 19'-9" 20'-�AI 10'-0' a-V c4A I O I �IA TUB/ i j R WEAGe• b'_V AMP. GREAT ROOM 16'-2'xl4'-6' @ 8'-8' CLGL I 41-10' _ — — — — — — — — — — C RIT 13I-8" (2) 25-SH f 'I ,,,,;;,,//1 EGRESS � OWNER'S SUITE f2,40' x I6'-b' 8'-$, CL& 4'-4' „2'-4" 1'-O' T�I I IC 1 i % DID i 17 I III N I 11° 9 1 u ro 2R-04 .0 I LL-`� M.T. I 3'-roll II I I =_ I KITCHEN ;n I 4 I 8'-8' CL& I o I-----J I OL EL HEADER L 01'-4' _ 2xS all 2 -4 6 -8 " e 10 -10 4 -4 �Q 1 n ' Q III 4' III 2-CAR GARAGE I I I114 13'-2' x 20'-® I- I -1 I I I V-8' CL& DINING BOOM It I FOYER t III • I0'-6'xu'r9' I i °� `� S.-S. CL I I I I I RrrIIIC O. WE 1 BATH \ C R/T (AMA) 8'-e icL� 1-01 -11-ou % 4EAD • 6'-8' AfF.— DEN (MAL) 12'-2'xl2'-I' $,-8' CLC% 2 'H" .0 35 SH 3 O'- E him — 1 X1'-Ol A RCH �---------- v 2'-41 21-/1 I6'-011 2'-3' 4'-roll 4'-611 2'-0' 4'-8" '-0' 20'-6" 9'-0" 8'-8"1110 11'-1011 50'-0' FLOOR PLAN SCALE: 1/4 a 1'-0' EI.EVATION 'A' ARC H I T E C T S --PH: 4071 774-6078 FAX:407-774-4078 www.abd esigngrou p.com AA #: 0003325 I. 4 rn q � 1 O uai F r� m alp c C � 1�1 w 00 W to It, sa M BiTHDIV. de LOT: OAKLAND LAKE LOT-22 MODEL: 1833 GA000-00 PROJECT& 02'784.000 ]PAGE: FLOOR PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLOMA 5/23/18 SC :1/4"=1'-0" m MAY 2 5 2018 Permitting Department St. Lucie County, FL A R C H I T E C T S 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 r � IIIIII'I ��omoo0oaoog SuBDIV. Be LOT: OAKLAND LAKE LOT-22 MODE19 1833 GA000-00 PROJECT*: 02784.000 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLORDA TE: 5/f/18 E [A �� iv rjle Copy SQ.FT. CALC.9S IST FLR. LIVING 1033 SQ. FT. TOTAL LIVING ENTRY GARAGE LANAI 1,633 22 411 200 SQ. FT. SQ, FT. SQ. FT, SQ. FT. TOTAL 2,466 SQ. FT. COLCON 34T AND CLADDM WIND LOADS BASK: WIND EXPOMM FOR 3 SECOND GUSTS CALL i SOUARE WfM/DR J� 8� ZONE 160 MPH WIND FOOTAGE DESKIINATION WIDTH HEIGHT I 22 3068 pR 40' (e' 4 21.9 / -30.4 2 34 35-SH 53, (03, 4 31.65 / -41.11 3 112 16 -� 0' 191' 84' 5 25.91 / -313S 29b5 / -3210 4 I1 25-SH 38' 63' 4 ECsRESS 5 11 25-SH 36, 63' 4 29b5 / -36.61 EGRESS/TEMP. 2132 6 54 8068 SGO 98, 130' 4 1 33 (1) 25-SH 15 1/6, 63 1/4' 5 2830 / -36.18 ECsRES6 8 22 2414 TRANSOM. 24' 14' 4 30b41 -3220 TEMP. 9 34 35-SH 53, 63' 5 31b5 / -41.11 WIND DESIGN CRITERIA A. BASIC WIND SPEED MPH (3 SECOND GUST) VULT=160 / VASD=124 MPH B. INTERNAL PRESSURE COEFFIGENt=+ .18 G. RISK CATEGORY=TYPE II D. EXPOSURE CATEGORY C NOTE: VALUES FOR COMPONENTS 4 CLADDING PRESSURE ARE BASED ON THE Vult DESIGN WIND SPEED. FBCR, &TH ED. (2011) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY OAS, TO MEET THE ALLOWABLE OR NOMINAL TESTED VALUES USED BY PRODUCT MANUFACTURERS. NOTE: I. PRIOR TO DRYWALL INSTALLATION ON ALL FRAMING MEMBERS T-ID' RRCM TI•IE FMISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERMITE TREATED SPRAY 1/2" 2'-0" N 1 DBL N MA' CABINET MI) • I6' OL. SECTION E o� 0 If3�V' 2m'-0" " — — — — — — — — — — — — — 12XI2 CM COLUMN (3— Y) 1 Il -5 2 -4u n 31 -0 16'•6" 13'-8" 20' O'x10'-0' I 8'-8' CLG. I 25-SH 5 I 6 I (2)25-5H O EGRESS I I EGRESS 80E>8 SCsD — — TEMP I I e u TUB/ 4) `r °1 i SHUN. 'n } R HEAD BEDROOM 2 6'-8' AFf. 10'-T' x I1'-2' 8 -8' CLG. ' BATH 1 - _ O4 BEDROOM 3 10'-0' x 12'-8' GOND. WH OLLARD ---� 22X36 I I ATTIC L� — AGCE55 HB. PANEL PAD -OUT STRUCK BLOCK ® GARACaE WALL 8'-8' CLG. GREAT ROOM n. @ I&'-2'xl4'-6' ( •5i 8'-8' CLG. R/T C 0 2'-II" 2'-5, 3'-&" I 8 m 11'-0" 4'-10" 1. L 4 . -------- — — — — C R �{ � OWNER'S SUITE IT-10' x IV-6' 4'-4' „2'-4" 1'-0" C_ R/T A/C T = e OF�„';>NA,/ � . i/p0,4 i - m DTIIIIiILU s � LAUN rn 2'-10" 8'-8'CLG. � O — - eo—2R-16H -- 4'-2" - O KITCHEN m A I I $'-8'cLG. WIC HEADER = L e _ _ `p IR-1SH 2x8 8" li Y 2'-4" , 6'-8" 10'-10" 4 4'-4" � „ , 8 6'-0" 7,-0" IOIIER HEAD e 6'-8' AFF. O.SUITE BATH C R/T lM1A) 8'•8' CLG \"`���LOROR 2-CAR GARAGE 1 c� W-2' x 20'-0' CLG. O Ib'-ID' X 1'-0' OHCxD DINING ROOM 10'-6'xll'-9' 8'-8' CLG. III 4!/111 I�.I III Itl FOYER r- III® I I$"$.Rr III II III I I 1 R/rIII DEN (MAL) 12'-2'xI2'-I' 8'-8' CLG. 35-5H ( 9 v 2'-4" 2'-4" 2'-3" 16'-0' 2'-3" 4'-6" 4'-C 2'-0" 20' -6' 9' - 0" V -8" 50' -01, F L ® 1F?. PLAN SCALE: 1/4 = 1'-0' ELEVATION 'A' `t A R C H I T E C T S Design Groulslnc. wlvuvvvvu, rl.auou PH: 407-774-6078 FAX:407-774-4078 www.a bdesigngrou p.com AA #: 0003325 r � iiiiiiiiii INIIIIIIII �emeeaoaomg SVBDIV. 8e LOT: OAKLAND LAKE LOT- 22 MODEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA SHEET 4 File Copy, ATTIC VENT CALCS AREA OF ATTIC 18333Q•FI• NET FREE VENTILATION AREA REQUIRED (1/300) 6.11 SOT. REQUIRED VENTILATION AREA (6.11 x 144) 879.8 SQ.01. MIN. REQUIRED VENTILATION IN UPPER PORTION OF ATTIC (0.5 x 879.8) 4399 SQL OFF RIDGE VENTILATION AREA 115 SQ.IN./vm SOFFIT VENT VENTILATION PER LF 11.74 SQ.IN,/LF TOTAL # OF VENTS REQUIRED 3.83 TOTAL # OF VENTS PROVIDED 4 REQUIRED SQIN VENTILATION IN TOP OF ROOF 440 1 SQ,IN, REQUIRED LF OF SOFFIT VENTILATION 38 LF PROVIDED LF OF SOFFIT VENTILATION 72 LF �i 12 5t <I r � � SHINGLE OR TILE (TYP) 12 1 Il-2--}- -t5 21'xb3' DECO LOUVERED SHUTTERS (ATTACHED PER MFR. `IGO TING VGI I(A6TNJ _ Ii II II� II II II II II fl COATING PER IASTM TEXTURED II'�IIf II't III�III III�III 1'[I�'ll C'32(o) (TYP) CEMENTIOUS COATING PER ��DID I 01,illi 1��-11 -ilIN �_ o ID 8 DIA. DECO VEN T REAR ELE TIN FONT ELENATION 4 PIPE SCALE: 1/4' = I'-0' ELEVATION 'A' SCALE: 1/4 = I'-0' ELEVATION 'A" (TYP.) —15 DETAIL. 1 9GALE: 3/43/4 • I'-0' — BAND DTL. 2 SCALE: 3/4 • I'-0' BAND DTL. 3 SCALE: 3/4 • I'-0' I +1 BAND DTL. 4 SCALE: 3/4.1'-0' 12 5 S'-S" BRCz. HCxT. i'-4" 6'-8" HDR. HCxT,h OPEN �t 0'-0' FIN. FLR. V-0" 5RC=, HCsT. 1' -0 6'-S" HDR. HCxT.h 0'-0" FIN. FLR. _ ------------------------- [3RCz. HCsT. -0" — — — — — — — — — — — — — — — — — — — — — — — — — — —$& HGT. (-TEXTURED CEMENTIOUS COATING PER (ASTM C926) (TYP) D LETT ELE 'ION SCALE: 1/4' = I'-0' ELEVATION 'A" -4" (-TEXTURED CEMENTIOUS OPEN COATING PER (ASTM G926)(TYP) —) ------------ --- r---------r —-------------- 'RIGHT "L"J�®N SCALE: 1/4' = 1'-0" ELEVATION 'A' —_L_00'-0" FIN. FLR. v 60'-0' FIN, FLR. 1'-4" I A R C H I T E C T S Design Group-inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 I 01,illi 1��-11 -ilIN �_ o ID 8 DIA. DECO VEN T REAR ELE TIN FONT ELENATION 4 PIPE SCALE: 1/4' = I'-0' ELEVATION 'A' SCALE: 1/4 = I'-0' ELEVATION 'A" (TYP.) —15 DETAIL. 1 9GALE: 3/43/4 • I'-0' — BAND DTL. 2 SCALE: 3/4 • I'-0' BAND DTL. 3 SCALE: 3/4 • I'-0' I +1 BAND DTL. 4 SCALE: 3/4.1'-0' 12 5 S'-S" BRCz. HCxT. i'-4" 6'-8" HDR. HCxT,h OPEN �t 0'-0' FIN. FLR. V-0" 5RC=, HCsT. 1' -0 6'-S" HDR. HCxT.h 0'-0" FIN. FLR. _ ------------------------- [3RCz. HCsT. -0" — — — — — — — — — — — — — — — — — — — — — — — — — — —$& HGT. (-TEXTURED CEMENTIOUS COATING PER (ASTM C926) (TYP) D LETT ELE 'ION SCALE: 1/4' = I'-0' ELEVATION 'A" -4" (-TEXTURED CEMENTIOUS OPEN COATING PER (ASTM G926)(TYP) —) ------------ --- r---------r —-------------- 'RIGHT "L"J�®N SCALE: 1/4' = 1'-0" ELEVATION 'A' —_L_00'-0" FIN. FLR. v 60'-0' FIN, FLR. 1'-4" I A R C H I T E C T S Design Group-inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �'IIII"III �omoo�v000� E 18 E 0 '.0 C L svBD2—LOT: OAKLAND LAKE LOT-22 MODEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: ELEVATIONS 160 MPH EXP. C ARCHrrECT. STATE OF FLORIDA "P, 0/418 DA J]: 4/4/18 SC :1/4"=1'-0" S14EET 5 OF, 10 File COPY DES. UPLIFT GRAVITY1 DES. UPLIFT GRAVITY FASTENER META-I6 1450 HTA 16-18 1400 (T) 1Od x I PLY, (6) 16d 2-FLY, (JBF: nO) 10d X I In' - NO 166 OPTION) (1) META-16 Res(2) HTA .16-10 280E (10) led x I In. I -PLY, (USE: (10)'.Od x 1129 BOO (14) Ibd 2-PLY (USE: NO Ibd OPTION) Al 181E HTA 16 1615 l5) 106 x I In' I -PLY, (a) 166 2-PLY USP, (10) 10d x I In', NO 166 OPTION HETA-20 1510 HTA 20 1615 (9) 10d x I In' I -PLY, (5) 16d 2-PLY USP: (10) 106 x I In NO 16d OPTION (2) HETA-20 2035 (2) HTA-20 317E 00) led x 1 In' I -PLY USP: (I0) 10d x 1 In. 250E (12)166 2-PLT (USP: NO 16d OPTION) z O LGT-2 215E LUGT-2 1915 (1) - II x 2 1/4' TITEN, 2 PLY (U5P: ELK (5)1/4' WS, WOOD (16) IOd (n PETAL-20 2480 NO USP CONVERSION FOR 51MPSCN DETAL-20 (18) - 106 x I In, I PLY < MGT 3965. MUST 4000 (U 5/5' A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (22) 10d TO WOOD (USP: (28) 10d TO WOOD) HST-2 I0950 HUGT-2 9365 (2) 3/4' A.T.R IN HIGH STRENGTH EPDXY (MIN. 12 EMBED), (16) 10d TO WOOD (USP: LLOOP l8) 10d) NGT-3 10530 14UGT-3 SS65 0) 3/4' A.T.R IN HIGH STRENGTH EPDXY (MIN. 12' EMEEDJ, (I6) 10d TO WOOD lU6P: WOOD (5) 10d1 L6T3-SD52.5 328 LUST-3 533E (12) SDS 114k2 I/2' TO GIRDER (4J 3/5' x 5' TITEN HD TO WALL (USP: CONC, (4) 3/6' X 5' WEDGE BOLT, WOOD (12) W6: LTA2 1210 PARALLEL TO WALL 1425 PERPENDICULAR TO WALL LPTA 1555 NO USP CONVERSION FOR SIMPSON VGT (10) 10d x -I/V (USP: (10) 10d x 1 1/2' VGT 494E () 516' A.T.R. IN HIGH STRENGTH EPDXY /MIN. IT EMBED, (16)-SD3 I/4'X3" TO WOOD (2) VGT Ti85 NO USP CONVERSION FOR SIMPSON (2) VGT) (2) 5/6' A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), f3D-SDS I/4'X3' / 2 PLY MTS-12 IEEE MTW 12 11 (14) 10d x 1 In' (USP: (A) 10d x I IR', (14) 1Od) HTS-16 115E HTW 16 166E 0S) 10d x I In, (IlBP: (16) IOd x I In', 06) IOd) HTS-20 1450 HTW 20 2045 (24) IOd x 1 In' (USP: (24) 10d x I VT, (20) OF) HTS-24 1450 HTW 24 2045 (24) 10d x I In' (USP: (24) 106 x I IR', (20) 10d) L5TA-12 + 926 L5TA 12 910 (10) led USE: (10) 10d L574-I5 ++ 1235 L57A IS 1360 (14)106 USP: (14) led M57A-I3 .. 1315. MSTA-18 1315 04) 11 USE (14) I0d N MSTA-24 .+ 1640 MSTA-24 IMSO (I5) 11 U5P: 0a) 106 I15TA-30 F+ 2050 MSTA-30 2140 (22) IOd USP: (22) I0d < MSTA-36 • 2060 MSTA-36 2525 (26)1Od USE (26)10d H MSTI-36 3800 K5TI 236 309E (36) 10d a 1 112' USP (36) 10d x I In, (n MSTI-4 5065 KTSI 248 425E (46) 10d x I In' USP: (46) IOd x 1 1/2' H6 950 LFTA 6 1595 (6) Sd TO PLATES, (6) Bd TO STUDS (USP: (16) 5d x 1 In" (16J ad) $P4 BB5 SEP 4 945 (6) I" x I IR' TO STUDS USE, (6) 10d x 1 1/2' TO STUDS 434 395 MP 34 410 (4) Sd x I Il TO BEAM, (4) Bd x I IA' TO POST. U5P: (4) 6d x I In' TO BEAM, (4) 8d x I TO POST. HCF2 646 HHCP 2 1010 (12) 10d x 1 Id' USP: (10) 1Od x I In' TO TRUSS, 00) 10d.X I Il TO PLATE HICA 1340 RT I&A 2150 (18)10d x I IQ' USP: (9) IOd x 112' TO TRUSS, (e) I0d X I In' TO PLATE VGT 1 HDU4 4565 PHD 4A 4535 /16)-SDS i/4'x3' TO WOOD, (10)-6D6 114'4 In' W/ THREADED ROD, (2) NUT8/WASHER2 PLY USP: 5/8' ATR MIN. 1' EMBED SET IN HIGH STRENGTH EPDXY, (10) WSW WOOD SCREWS VGT I H011S 494E TDX 10 5110 /lb)-eD6 V4'x3' TO WOOD, (3)-3/4' STUD BOLTS W/ THREADED ROD, (2) NUT5/WA5HER2PLY U5P: 7/e' ATR MIN. 1" EMBED SET IN HIGH STRENGTH EPDXY (4) 1/6" THRU-BOLTS ABU 44 2200 6665 PAU 44 2535 6115 (1) 5/0 A.TR IN HIGH STRENGTH EPDXY, (MIN. T EMBED) N CONC„ (12) 16d TO WOOD USE; SAME AS SIMPSON 4EL 66 230E 12000 PAU 66 2535 15315 (1) 5/5' ATR, IN HIGH STRENGTH EPDXY, TIN. T EMBED.) IN CONIC, (12)I6d TO WOOD USP: SAME A6 6IMP5ON ( ) O = U LTT19 •+ 1340 LTS I9 1205 (V 3/4' ATR IN HIGH STRENGTH EPDXY, (MIN. I' EMBED.) IN OONO„ (SAOd TO WOOD USE; SAME AS 6IMPSON LTT20S ++• I500 LTS 20B 1105 (U in' A.T.R IN HIGH STRENGTH EPDXY, (MIN. V EMBED) IN CONIC, (10AIll TO WOOD USP: 3/4' ATR MIN 1' EMBED SET IN HIGH STRENGTH EPDXY, (10) 10d, 00) 10d x I In', 2-12' ETTA 4455 HTT45 4465 (U 5/e' A.T.R IN HIGH STRENGTH EPDXY (MIN. T EMBED,) IN CONC., (15) SD'10 X I Irz' CUSP (20) 16d X 2-IO9 USP HAS MORE NAIL OPTIONS (20) 106, (20) led x I-IR , (20)166 x 2 In' z Q H-15 509E HTT45 5430 (V 5/5' A.TR IN HIGH STRENGTH EPDXY (MIN. R EMBED,) IN CONIC., (26) 16d X 2 12' NSP: (20) 11 X 2-1/20 USE HAS MORE NAIL OPTIONS: (26) I0d (2B)106 x -Iq' (20) 16d a 2 In' HHDOII-SDS 25• 1I'm UPHD 11 1209E (U I' A.T.R IN HIGH STRENGTH EPDXY, (MIN. 10' EMBED.) IN CONIC, (24) $OS )W x * WOOD SCREWS (USP: (24) WS3 WOOD SCREWS) HDTB 6645 TDX 10 5110 (U 1/&' AB. IN HIGH STRENGTH EPDXY, (MIN. 1' EMBED.) IN CONC„ (3) 3/4' STUD BOLTS TO WOOD (USP (4)1/8' BOLT: (n 0� LLI (� Z MBHA 3.56/1n5 3475 5330 NFM35X12U 3I65 113E SIMPSON: (U 3/4' A.TR IN HIGH STRENGTH EPDXY,. (MIN. 6.15' EMBEDMENT) IN CMW. TOP, (1) 3/4' AT.R IN HIGH STRENGTH EPDXY, (MIN. 6.15' EMBEDMENT) IN CML. FACE, (ISAOd TO BEAM USP: (1) In' J-BOLT W/ MINIMUM 6: EMBED, 4 NOT LESS THAN 4' FROM EDGE OF GONG W/ 3/4' CIA EW RAMBET/REDHEAD DYNA BOLT SLEEVE ANCHOR OR EQ. W/ MIN, 5' EMBED DEPTH INSTALLED IN THE FACE. (14)106 AT JOIST HJSC4I2 (WOOD) 3635 2660 (PLR) HU54@IF 306E 2530 (FLR) (10) 11 TO HEADER (10) Ibd TO WOOD USE; SAME AS SIMPBON 3265 (ROOF). 3225 (ROCF) HUCHO (CM) 1610 5085 HD410 IF 1905 3115 6e) II x 2-3/4' TITEN (9 PER FLANGE) TO CMU, (10) Il TO WOOD: (USP: (15) 1/4' x 3' WS3 SCREWS, (10) 10d TO WOOD. = HUC210-2 (CMU) 1810 5005 HD210-21F IS05 3115 (IB) I/4' x 2-3/4' TITEN (9 PER FLANGE) TO CMU. (10) I0d TO WOOD: (U6P: (IS) Il x 3' W53 SCREWS, (10) I0d TO. WOOD HUC210-3 (CMU) 16110 4000 HD210-3P 1505 3175 (Is) II x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10) 11 TO WOOD: (USP: (16) 1/4' x 3' W53 SCREWS, (10) 106 TO WOOD LGUM26-2-SD9 1 143E 1 5595 NO USP CONVERSION FOR SIMPSON LGUM264-SD5 j (4) 3/S' x 4' TITEN HD ANCHORS (2 PER FLANGE) TO CMU, (4) 1/4' X 2 In' SDS SCREWS TO WOOD HIGH STRENGTH EPDXY = BMP6ON 'SET EPDXY -TIE'. CONTACT THE ARCHITECT/ENGINEER OF RECORD FOR WRITTEN APPROVAL PRIOR TO SUBSTITUTING FOR 61MILAR EPDXY PRODUCTS OR USE - CIA ADHESIVE ANCHORING 6Y6TEM5. WHERE ANCHOR EMBEDMENT IS GREATER THAN I'DEEP, THE VERTICAL CELL IN C.M11, WALL MUST BE FILLED SOLID W/ GROUT. .. 1Od COMMON NAILS CAN BE SUBSTITUTED WITH I" x I In' NAILS IN CONJUNCTION WITH A 23 % REDUCTION IN THE ALLOWABLE LOAD. WRY TEN' APPROVAL FROM THE ARCHITECT IS REQUIRED FOR THIS APPLICATION PRIOR TO INSTALLATION. (n +a+ MINIMUM EMBEDMENT INTO THE TOP OF A BONDBEAM WILL BE 5", MINIMUM EMBEDMENT INTO THE FOUNDATION WILL BE „ W H 0 A.T.R = :.-301 ALL THREAD ROD (SIZE, PROTECTION TYPE, LENGTH, ETC. VARIES) Z BECAUSE OF THE WIDE VARIETY OF MATERIALS, LOCATIONS, AND CONDITICN5 `HAT MAY AFFECT CONNECTORS, THE CONTRACTOR MUST BE RE5PON51BLE FOR MAKING SURE THAT THE PROPER CORROSION PROTECTION IS USED. WHEN USING 5TAINLE56 STEEL CONNECTORS, U5E STAINLESS STEEL FASTENERS. WHEN U61NG ZMAX / LOS GALVANIZED CONNECTORS, USE FASTENERS GALVANIZED PER ASTM-AM3 USE OF EXPANSION ANCHORS WILL BE EVALLATED ON AN INDIVIDUAL BASE AND MUST HAVE WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER OF RECORD PRIOR TO USE. ALL CONNECTOR VALUES BASED ON 51CPSON 'WOOD CONSTRUCTION CONNECTORS C+WG* . 'HIGH WIND -RESISTANT CONSTRUCTION C-HW09, AND ANCHORING e FASTEMNG SYSTEMS FOR CONCRETE 1 MA50NIRY CATALOG C-5A5-2012. -2x12 (02 SYP) 11111W OSB (TYP.) NAIL (3) 12d • V-V O-C. TYP. 2x12 BM./HDR. @ ENTRY MINIMUM WALL AND HEADER STUD REQUIREMENTS MAXIMUM HEADER SPAN (ft.) UP TO 5'-0' TO g'-0' UxO. 4'-I1 1/2' 'I' -II 12' AND UP NUM5ER OF HEADER STUDS SUPPORTING END OF HEADER 1 2 5 NUMBER OF RILL LENGTH STUDS 2 AT EACH END OF HEADER I 9 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 FUR. TRUSS/BEAM MUST NOT BREAK 1'4" MIN. FROM 2ND. FLR. LINE J2 J4 J6 JS JS JS JS JS JS J8 JS JB JS J8 JS JS JS JS JS JS JS MGTis E31G's 52E Ix4 BTM. CHORD GA5LE BRACING (2) HETA-20 If If 11 IIII IIII = III II 11 II II I II III 1 �/� II If DIAGONALS FOR BOTTOM CHORD BRACING a 20'-0' O.G. MAX (TYP., DIAGONALS FOR 50TTOM CHORD 5RACING 1 20'-0" O.C. MAX (TYF.) — If II 11 IIII II II II J2 I II I II I I II I J2 J4 = n u n n II u = A LL CO II fI VI 6 n n u II II II T 2 Y1) II II II _JL=_1L L__IIit __JI II II < v8 =� _ �c II I P n 11 11 II I � II V4 � I I II II II � II II 1 I I I ' I II II�II41�� 'II' Ix4 BTM. CHORD ° it II ll II II GRACING 12' O.C. MAX, u l u@ If u u I SECURED W/ (2)10d u u I II I II � II � II II NAILS EACH CHORD I) u n u u If INTERSCOMMON (TYP) (T — f II fF II - Vil II III II II � II � II I II II II I I I II II it II � II II I II I I II I I I II u n 11 RIDCsE n u u n II II II i II II II it II II III ,Q II e I �I I I 'I ti it II II III 11 it II II I I II I — �-�JI� I I 11 • �J'1I —IH— -tY it- ih — _ ATTIC. III 11 II II AlEc:c II 1 I �. II I II II w n u u u II - III I I II II II II ,u II III I I I II 11 III V.3 I II w n I 11 it 11 Y5 4II 11 2X4'X'IIu� II BRACIi�s1L 0 0 o ii .. W$3 II�I��Ar+��:= Otx C4 VGT 1 IA HUC-410 J F ROOF R ING PLAN SCALE: 1/4 = I'-0' ELEVATION 'A' c„ A HUC-410 (2) HETA-20 (2) HETA-20 mi J2 J4 J6 is JS J8 is J8 is is is is is is is is is Ja Ja Ja JFa Jet J2 A R C H IT E C T S oFGDesi In Grou Inc. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 3275E PH: 407-774-6078 FAX:407-774-4078 www.abdesigngroup.com AA #: 0003325 �II"IIIIII � o��000vom� E 8 0 `c SUBDIV. & LOT: OAKLAND LAKE LOT— 22 MODEL: 1833 GA000-00 PROJECT#: 02784.000 PAGE: ROOF FRAMING PLAN 160 MPH EXP. C ARCK177 2 STATE OF FLORIDA WWI D ; 4/4/18 S ALE:1/4"=1'—O" SHEET 6 Og to Ae Lopy