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<br />LEFT SIDE ELEVATION SCALE: 1/4• _ 1-01,
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<br />FIBERGLASS SHINGLES ON
<br />15# FELT & 7/16' STRUCTURAL 1 O.S.B.
<br />OR 15/32' EXPOSURE 1 CD PLYWOOD,
<br />CEILING LINE
<br />INSTALL PLYWOOD CLIPS 1224" O.C.
<br />-----------------------------------i----------------------------------------
<br />- - - - - - - - - - - - - - - - - - - - FLOOR LINE ---
<br />RIGHT SIDE ELEVATI❑N SCALE 1/4• _ 1-0//
<br />CEMENTACIOUS FINISH
<br />REAR ELEVATION SCALD 1/4'-1-0'
<br />FIBERGLASS SHINGLES ON
<br />15# FELT & 7/16' STRUCTURAL 1 ❑,S.B.
<br />12 OR 15/32' EXPOSURE 1 CD PLYWOOD,
<br />5 INSTALL PLYWOOD CLIPS @24' O.C.
<br />CEILING LINE
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<br />FRONT ELEVATI❑N SCALE 1/4' _ 1-0•
<br />GENERAL NOTES
<br />THE DESIGN OF THIS STRUCTURE HAS BEEN REVIEWED FOR COMPLIANCE WITH THE WINDLOAD PROVISIONS OF FBC BUILDING,
<br />SIXTH EDITION 2017
<br />ULTIMATE WIND SPEED =140 MPH
<br />NOMINAL WIND SPEED =108 MPH
<br />IMPORTANCE FACTOR =1.0 (BUILDING CATEGORY 11)
<br />EXPOSURE CATEGORY = B (ALL DIRECTIONS)
<br />INTERNAL PRESSURE COEFFICIENT = + 0.18
<br />1. COMPONENTS AND CLADDING WIND PRESSURES TO BE USED FOR DESIGN OF EXTERIOR COMPONENT AND CLADDING
<br />MATERIALS SHALL ABE IN COMPLIANCE WITH ASCE 7-10 CHAPTER 30 AS FOLLOWS:
<br />ZON
<br />A UP TO 10 S.F. +20.3, -32.3 +20.3, -56.2 +20.3, -83.1 +35.3, -38.2 +35.3, -47.2
<br />B UP TO 20 S.F. +18.5, -31.4 +18.5, -51.7 +18.5, -77.7 +37.7, -36.7 +33.7, -44.0
<br />C UP TO 50 S.F. +16.1, -30.2 +16.1, -45.7 +16.1, -70.5 +31.6, -34.6 +31.6, -39.8
<br />D UP TO 100 S.F. +14.3, -29.3 +14.3, -41.2 +14.3, -65.1 +30.0, -33.0 +30.0, -36.7
<br />E OVER 100 S.F. +14.3, -29.3 +14.3, -41.2 +14.3, -65.1 +30.0, -33.0 +30.0, -36.7
<br />2. ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE, BUILDING.
<br />3. DESIGN LIVE LOADS USED IN THE DESIGN DEAD LOADS USED IN THE
<br />ANALYSIS AREAS FOLLOWS: ANALYSIS ARE AS FOLLOWS:
<br />- ROOF = 20 PSF - FLOORS = 40 PSF
<br />- FLOORS = 40 PSF - ROOF: SHINGLE = 47 PSF
<br />- GARAGE FLOOR = 50 PSF TILE = 65 PSF
<br />- BALCONIES = 60 PSF
<br />- PORCHES, LOFTS, DECKS = 40 PSF
<br />4. CONCRETE FOUNDATIONS SHALL COMPLY WITH THE REQUIREMENTS OF CHAPTER 18, FBCB. SUBSURFACE GEOTECHNICAL
<br />INFORMATION HAS NOT BEEN PROVIDED TO THE ENGINEER. THEREFORE FOUNDATIONS AND FOOTINGS ARE DISIGNED FOR THE
<br />FOLLOWING ASSUMED SOIL BEARING CONDITIONS: LOOSE GRANULAR MATERIAL WITH NO APPRECIABLE CLAY OR ORGANIC
<br />MATERIAL WITH A MINIMUM ALLOWABLE BEARING PRESSURE OF 2000 PSF PER FBCB TABLE 1806.2 COMPACT FILL TO 95%
<br />MODIFIED PROCTOR.
<br />5. MASONRY CONSTRUCTION SHALL CONFORM TO REQUIREMENTS OF CHAPTER 21, FBCB. NET AREA COMPRESSIVE STRENGTH OF
<br />MASONRY IS 1500 PSI. TYPE M, OR S MORTAR SHALL BE USED. ALL MASONRY SHALL BE LAID 1N RUNNING BOND PATTERN WITH
<br />HEAD JOINTS IN SUCCESSIVE COURSES OFFSET BY NOT LESS THAN ONE-FOURTH THE UNIT LENGTH. THICKNESS OF BED JOINTS
<br />SHALL NOT EXCEED %". GLASS UNIT MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 2110, FBCB.
<br />6. GROUT USED TO FILL CELLS, LINTELS AND BOND BEAMS SHALL CONFORM TO REQUIREMENTS OF ASTM C476 AND CHAPTER 21,
<br />FBCB. REQUIRED MINIMUM COMPRESSIVE STRENGTH IS 2000 PSI AT 28 DAYS.
<br />7. CONCRETE SHALL CONFORM TO REQUIREMENTS OF CHAPTER 19, FBCB, AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF
<br />3000 PSI AT 28 DAYS UNLESS OTHERWISE SPECIFIED.
<br />8. REINFORCING BARS SHALL BE GRADE 40 OR 60 DEFORMED BILLET STEEL BARS AND COMPLY WITH ASTM A 615
<br />REQUIREMENTS. JOINT REINFORCING IF USED SHALL BE 9 GAGE, GALVANIZED STEEL CONFORMING TO ASTM A82
<br />REQUIREMENTS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 REQUIREMENTS. WIRE FABRIC SHALL BE SUPPORTED
<br />AS REQUIRED IN SECTINO 1910, FBCB. SYNTHETIC FIBER REINFORCEMENT SHALL CONFORM TO REQUIREMENTS OF SECTION
<br />1910, FBCB.
<br />9. WOOD ROOF AND WALL SHEATHING SHALL BE APA-RATED PANELS AND CONFORM TO REQUIREMENTS OF CHAPTER 23, FBCB.
<br />WOOD STRUCTURAL PANEL DIAPHRAGM NAIL SPACING ALONG PANEL EDGES SHALL BE 6" O.C. AND INTERMEDIATE FASTENERS
<br />SHALL BE AT 12" O.C. UNLESS NOTED OTHERWISE. FASTENERS SHALL BE 8D COMMON NAILS, UNLESS OTHERWISE NOTED.
<br />THICKNESS OF WOOD PANELS IS NOTED ON THE DRAWINGS.
<br />10. WOOD STUDS AND GIRDER SUPPORT POSTS USED FOR BEARING WALL FRAMING OF LESS THAN 10; PLATE HEIGHT SHALL BE
<br />HEM -FIR, S-P-F; OR S-Y-P, STUD GRADE OR BETTER. WOOD STUDS AND GIRDER SUPPORT POSTS USED FOR BEARING WALL
<br />FRAMING WITH 10' PLATE HEIGHT AND HIGHER SHALL BE HEM -FIR, S-P-F; OR, S-Y-P #2 GRADE OR BETTER. ALL POSTS UNDER
<br />GIRDERS SHALL HAVE A MINIMUM OF 1 STUD PER GIRDER PLY. WALL OPENINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH
<br />CHAPTER 23, SECTION 2308.9.5, AND 2308.9.6. FBCB, UNLESS OTHERWISE NOTED. WOOD BEAMS, HEADERS, RAFTERS AND
<br />OTHER HORIZONTAL LOAD BEARING ELEMENTS SHALL BE S-Y-P #2 GRADE OR BETTER.
<br />11, FASTENING OF WOOD FRAMING SHALL CONFORM TO TABLE 2304.9.1, FBCB, UNLESS OTHERWISE NOTED.
<br />12, DESIGN OF PREFABRICATED WOOD TRUSSES IN FLOORS AND ROOFS IS DELEGATED TO THE TRUSS MANUFACTURER'S
<br />ENGINEER. THE TRUSS ENGINEER SHALL SUBMIT ENGINEERING DOCUMENTS FOR REVIEW FOR CONFORMANCE WITH THE
<br />DESIGN INTENT OF THE PROJECT. INSTALLATION OF PREFABRICATED WOOD TRUSSES SHALL FOLLOW THE RECOMMENDATIONS
<br />OF THE MANUFACTURER. THE CONTRACTOR 1S RESPONSIBLE FOR INSTALLING ALL TEMPORARY AND PERMANENT TRUSS
<br />BRACING REQUIRED BY THE MANUFACTURER IN ADDITION TO ANY SUPPLEMENTAL BRACING SHOWN ON THESE DRAWINGS.
<br />13, WOOD CONSTRUCTION CONNECTORS SHOWN ON THE DRAWINGS REPRESENT THE DESIGNER'S INTENT TO FURNISH A
<br />COMPLETE LOAD PATH FROM ROOF TO FOUNDATION. THE CONTRACTOR 1S RESPONSIBLE FOR FURNISHING AND INSTALLING
<br />THE SPECIFIED CONNECTOR OR A SUBSTITUTE CONNECTOR WITH DOCUMENTED EQUIVALENT CAPACITY.
<br />14, DEVIATIONS FROM THESE DRAWINGS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND OWNER. MODIFICATIONS OF
<br />STRUCTURAL DETAILS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO PROCEEDING WITH THE
<br />MODIFICATION. ALL CHANGES TO STRUCTURAL DETAILS CONSTRUCTED WITHOUT PRIOR APPROVAL OF THE ENGINEER ARE AT
<br />THE CONTRACTOR'S AND OWNER'S RISK.
<br />THESE NOTES COMPILED BY MICHAEL D. WILBURN, P.E.
<br />CEMENTACIOUS FINISH
<br />DESIGN LOADS:
<br />WIND LOADING = 140 MPH
<br />TCLL = 20 PSF
<br />TCDL = 7 PSF (SHINGLES/METAL)
<br />TCDL = 15 PSF (TILES)
<br />BCDL 10 PSF
<br />ALL FLOOR DESIGN LOADS = 40 PSF (FLOOR DESIGN LOADS ARE APPLICABLE TO STAIRS ALSO)
<br />PRE -MANUFACTURED TRUSSES TO BE DESIGNED BY FLORIDA REGISTERED ENGINEER.
<br />ENGINEEP OF RECORD ASSUMPTIONS:
<br />THESE, DRAWINGS WERE PREPARED WITH THE ASSUMPTION THAT THE CONTRACTOR OR OWNER -BUILDER IS
<br />KNOWLEDGEABLE OF COMMON CONSTRUCTION PRACTICES.
<br />THE CONTRACTOR / OWNER -BUILDER SHALL REVIEW DRAWINGS FOR ACCURACE AND INTERPRETATION. ANY
<br />DISCREPANCIgS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER/ARCHITECT/DRAFTSMAN PRIOR TO
<br />BID OR CONS'LrRUCT10'N.
<br />THE CONTRACTOR / OWNER -BUILDER IS TO VERIFY THAT TRUSS ENGINEERING AND DESIGN IS COMPATIBLE
<br />WITH THESE ORAWINGS PRIOR TO TRUSS FABRICATION.
<br />THE FOUNDAtION PLAN SHALL BE VERIFIED BY THE CONTRACTOR / OWNER -BUILDER TO CORRESPOND WITH
<br />THE FINAL ENGINEERED TRUSS LAYOUT.
<br />DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE. DO NOT SCALE DRAWINGS.
<br />THIS BUILDING DESIGN COMPLIES WITH CHAPTER 16 OF THE 2017 FLORIDA BUILDING CODE.
<br />ALL EXTERIOR WALLS BETWEEN OPENINGS ARE DESIGNED AS AND SHOULD BE CONSIDERED SHEARWALLS.
<br />ASPHALT SHINGLES, WHEN USED, SHALL COMPLY WITH ASTM D225 OR ASTM D 3462 AND SHALL
<br />HAVE FACTORY APPLIED SELF -SEAL STRIPS OR BE INTERLOCKING.
<br />APPLICABLE FLORIDA CODES:
<br />FLORIDA BUILDING CODE - BUILDING, 2017 EDITION
<br />FLORIDA BUILDING CODE - RESIDENTIAL, 2017 EDITION
<br />FLORIDA BUILDING CODE - PLUMBING, 2017 EDITION
<br />FLORIDA BUILDING CODE - MECHANICAL 2017 EDITION
<br />FLORIDA BUILDING CODE - BUILDING CHAPTER 11 ACCESSIBILITY, 2017 EDITION
<br />FLORIDA BUILDING CODE - ENERGY EFFICIENCY, 2017 EDITION
<br />NFPA 70 NATIONAL ELECTRICAL CODE, 2015 EDITION
<br />1609 DESIGN CRITERIA
<br />BASIC WIND SPEED (3-SECOND GUST) -140 MPH
<br />WIND IMPORTANCE FACTOR= 1.0
<br />WIND EXPOSURE CATEGORY = B
<br />INTERNAL PRESSURE COEFFICIENT=.18
<br />BUILDING CATEGORY= it
<br />FULLY ENCLOSED DESIGN
<br />SURFACE ROUGHNESS CATEGORY = B
<br />ALL WORK SHALL COMPLY WITH PREVAILING
<br />GCOES FLORIDA SOLDING CODE,
<br />NATIONAL ELECTFIC: ('0DE,
<br />AND THE CITY Or ;_ERHYRHILLS
<br />ORDINANCES
<br />THE DESIGN OF THIS STRUCTURE HAS BEEN REVIEWED FOR COMPLIANCE BY MICHAEL D. WILBURN,
<br />P.E. WITH THE WINDLOAD PROVISIONS OF 2017 FLORIDA BUILDING CODE & ASCE/SEI 7-10 MINIMUM
<br />DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES & CHAPTER 30 COMPONENTS AND CLADDING
<br />PART J: LOW RISE BUILDING USING THE FOLLOWING CRITERIA: RISK CATEGORY II BASIC WIND SPEED
<br />139 MPH, EXPOSURE CATEGORY = B INTERNAL PRESSURE COEFFICIENT +/- 0.18.
<br />DESIGNED TO EXCEED FLORIDA BUILDING CODE
<br />SIXTH EDITION 2017
<br />STRUCTURAL DESIGN - (ENCLOSED)
<br />BASIC WIND SPEED 140 MPH (3 SECOND GUST), NOMINAL 108 MPH
<br />WIND EXPOSURE CATEGORY "B" (ALL DIRECTIONS)
<br />BUILDING CATEGORY CLASSIFICATION - V-B r;` v'�
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<br />FLOOD ZONE DESIGNATION -X r.,,-y
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<br />TYPE OF ROOF COVERING -FIBERGLASS SHINGLES F L,�b�1
<br />TOTAL SQUARE FEET OF RESIDENCE - 2249 SQ. FT. w
<br />INTERNAL COEFFICIENT +/- 0.18 ENCLOSED +/- 0.57 UNENCLOSED
<br />IMPORTANCE FACTOR 1.0 n f
<br />COMPONENTS AND CLADDING +/- 37.5 PSF l lJ
<br />ON
<br />No.7(_061 2
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