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C
<br />3
<br />0
<br />0
<br />0
<br />iU
<br />v
<br />U
<br />CV
<br />0
<br />N
<br />N
<br />N
<br />T
<br />0
<br />0
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<br />a
<br />A. GENERAL:
<br />1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE Ah EDITION.
<br />2 DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON DRAWINGS. NOTES ON STRUCTURAL PLANS SHALL TAKE PRECEDENCE
<br />OVER THE STRUCTURAL GENERAL NOTES ON THIS SHEET.
<br />3. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL, ELECTRICAL PLUMBING AND MECHANICAL DRAWINGS FOR
<br />DIMENSIONS, LOCATIONS, SIZES AND CONDITIONS, INCLUDING WINDOWS, DOORS, WALLS, CONCRETE CURBS, PITS, DRAINS, TRENCHES,
<br />FLOOR AND ROOF SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, FLOOR AND ROOF OPENINGS, STAIRS, PIPE AND DUCT RUNS,
<br />SLEEVES AND HANDERS, ELECTRICAL, CONDUITS AND OUTLETS, ITEMS EMBEDDED OR ATTACHED TO STRUCTURAL MEMBERS, EQUIPMENT,
<br />BASES AND ANCHORAGE, ETC.
<br />4. THE ENGINEER'S SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT. THE SEAL DOES NOT INCLUDE
<br />CONSTRUCTION MEANS, METHODS, TECHNIQUES, OR SAFETY PRECAUTIONS, WHICH SHALL REMAIN THE RESPONSIBILITY OF THE
<br />CONTRACTOR. ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY DEVIATIONS OR DISCREPANCIES ON
<br />THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER OF RECORD. BACKCHARGES WILL NOT BE ACCEPTED,
<br />REGARDLESS OF FAULT, WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48-HOURS AND INVESTIGATION BY FIELDSTONE.
<br />5. ASTM SPECIFICATIONS INDICATED SHALL BE THE LATEST EDITIONS OF THE STANDARDS, UNLESS NOTED OTHERWISE
<br />6. ALTERNATE NAILING. PASLODE FASTENERS MAY BE USED ON SIMPSON HARDWARE REFER TO SIMPSON TECHNICAL BULLETIN
<br />T-POSITIVENLO6: POSITIVE PLACEMENT NAIL APPLICATIONS NTH PASLODE FASTENERS.
<br />B. DESIGN CRITERIA:
<br />1. DESIGN LOADS:
<br />ROOF DEAD LOADS
<br />METAL ROOF TC DEAD LOADS 10.0 PSF
<br />SHINGLE ROOF TC DEAD LOADS 7.0 PSF
<br />TILE ROOF TC DEAD LOADS 15.0 PSF
<br />ROOF BC DEAD LOADS 10.0 PSF
<br />ROOF LIVE LOADS
<br />TC LIVE LOAD 20.0 PSF (REDUCIBLE)
<br />BC LIVE LOAD w/o STORAGE 10.0 PSF
<br />BC LIVE LOAD w/ STORAGE 20.0 PSF
<br />FLOOR DEAD LOADS 11.0 PSF
<br />WOOD FRAMED DEAD LOAD 11.0 PSF
<br />FLOOR LIVE LOADS 40.0 PSF (REDUCIBLE)
<br />BALCONY DEAD LOAD 15.0 PSF
<br />BALCONY LIVE LOAD 60.0 PSF
<br />EXTERIOR WD WALL 18.0 PSF
<br />INTERIOR WD WALL 7.0 PSF
<br />STAIRS/LANDING 40.0 PSF
<br />WIND SPEED PER ASCE 7-16 140 MPH
<br />(THE NOMINAL WIND SPEED SHOWN HAS BEEN BASED ON LINEAR INTERPOLATION OF THE SITE LOCATION)
<br />INTERNAL PRESSURE COEFFICIENT +/- 0.18 (FULLY ENCLOSED STRUCTURE)
<br />RISK CATEGORY II
<br />EXPOSURE 'C'
<br />2. ALL GUARDRAILS AND HANDRAILS SHALL MEET THE MINIMUM CODE REQUIREMENT WITHSTANDING A
<br />MINIMUM 200 POUND CONCENTRATED POINT LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP.
<br />ALL IN -FILL COMPONENTS OF THE GUARDRAIL SHALL BE DESIGNED TO WITHSTAND A MINIMUM HORIZONTALLY
<br />APPLIED NORMAL LOAD OF 50 POUNDS ON AN AREA EQUAL TO 1 SQUARE FOOT. THESE LOADS ARE TO BE
<br />EVALUATED INDEPENDENTLY AND ARE NOT ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD.
<br />DEFLECTION OF THIS GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE INTERNATIONAL CODE COUNCIL
<br />EVALUATION SERVICES (ICC-ES) AC273 - ACCEPTANCE CRITERIA FOR HANDRAILS AND GUARDS.
<br />C. FOUNDATION:
<br />1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE MINIMUM
<br />ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. THE
<br />CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING CAPACITY OF 2000 PSF. IS PRESENT PRIOR TO FOOTING
<br />PLACEMENT.
<br />2. ALL ALL SHALL R (LEAN AND COMPACTED TO 95% BY HEAVY VIBRATORY ROLLER IN MAXIMUM LIFTS OF 8'. CONFORM TO
<br />ASTM D 1557.
<br />3. GRADING, SOIL PREPARATION AND FOUNDATION CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE
<br />GEOTECHNICAL REPORT AND THE BUILDING CODES NOTED ON THIS SHEET.
<br />4. FOOTING BACKFILL AND UTILITY TRENCH BACKALL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
<br />PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE PERMITTED.
<br />5. ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.
<br />6. PROVIDE MIN. 6 MIL APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6' AND SEALED.
<br />D. CONCRETE:
<br />1. CONCRETE SHALL CONFORM TO THE 'BUILDING REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318 LATEST EDITION) WITH
<br />MODIFICATIONS AS NOTED IN THE DRAWINGS AND SPECIFICATIONS.
<br />2. DESIGN BASED ON 2500 PSI, 28-DAY STRENGTH, UNLESS OTHERWISE NOTED.
<br />3. PROTECTION COVER (CLEAR) SHALL BE AS FOLLOWS (U.N.O.):
<br />a. CONCRETE PLACED DIRECTLY AGAINST EARTH - 3 INCHES CLEAR
<br />b. STRUCTURAL SLABS ON GROUND - 1 1/2 INCHES CLEAR
<br />c. FORMED CONCRETE NTH EARTH BACK ALL - 2 INCHES CLEAR
<br />d. WWM USED IN SLABS SHALL BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURER IN THE
<br />MIDDLE TO UPPER X OF SLAB AT 34T SPACING OR IN ACCORDANCE w/MMUFACTURER'S SPECIFICATIONS
<br />7. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
<br />PLACING CONCRETE.
<br />& PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY
<br />REINFORCING WHICH MAY CONFLICT.
<br />9. CONCRETE PLACEMENT SHALL BE PER RECOMMENDATIONS IN ACI 614, ACI 301, ACI 318 & ACI 332.
<br />10. SLABS ARE DESIGNED AS UNRONFORCED PLAIN CONCRETE SLABS ON GROUND.
<br />11. ONE OF THE FOLLOWING METHODS OF CRACK CONTROL SHALL BE USED:
<br />a.) CONTRACTION JOINTS. IF CONTRACTION JOINTS ARE USED, THEY SHALL BE CUT OR TOOLED IN THE SLAB A MINIMUM
<br />OF 1'. ALL SAW CUTS ARE TO BE MADE WITHIN 24 HOURS OF THE CONCRETE PLACEMENT.
<br />CONTRACTION JOINTS IN A 3.5' SLAB SHALL BE PLACED NO MORE THAN 8-FEET APART IN BOTH DIRECTIONS
<br />CONTRACTION JOINTS IN A 4.0' SLAB SHALL BE PLACED NO MORE THAN 10-FEET APART IN BOTH DIRECTIONS
<br />b.) 6x6 W1.4xW1.4 WELDED WIRE REINFORCEMENT FABRIC (WWM).
<br />c.) MICRO- OR MACRO-SYNTHECTIC FIBER REINFORCEMENT.
<br />FIBER LENGTHS SHALL BE )r TO 2 N IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS IN
<br />ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM
<br />C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CFRTTFICATTON OF COMPLIANCE WITH ASTM C1116 WHEN
<br />REQUESTED BY THE BUILDING OFFICIAL
<br />E.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />MASONRY WALL CONSTRUCTION:
<br />MASONRY CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF TMS 402 & 602 / ACI 530 & 530.1 / ASCE 5 & 6.
<br />MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE II MASONRY WITH UNIT STRENGTH OF 1,900 psi
<br />ON THE NET AREA (I'm = 1,500 psi). UNITS SHALL BE NORMAL WEIGHT, 8' x 8' x 16', TWO HOLE, SQUARE END ROCKS UNLESS NOTED
<br />OTHERWISE. UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
<br />ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE 'S' OR "M'.
<br />COURSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8' AND A MINIMUM COMPRESSIVE STRENGTH OF
<br />2500 PSI.
<br />VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS, WITH FILLED CELLS FILLED WITH COURSE GROUT.
<br />VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND THE BOTTOM AND AT A MAXIMUM SPACING OF 8'-0' U.N.O.
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERWISE NOTED.
<br />EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
<br />ALL MASONRY UNITS SHALL BE LAID IN RUNNING BOND U.N.O.
<br />OVER ALL MASONRY OPENINGS IN WALLS PROVIDE LINTELS, CAST -IN -PLACE CONCRETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS.
<br />VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) 15 BAR LAPPED AND TIED TO THE FOUNDATION DOWEL, AND A STANDARD AC
<br />HOOK AT THE TOP, LAPPED AND TIED TO THE HORIZONTAL REINFORCING IN THE TOP OF THE WALL SEE CHART BELOW FOR MINIMUM LAP
<br />AND HOOK LENGTHS.
<br />REINFORCING STEEL MINIMUM REQUIREMENTS
<br />BAR SIZE
<br />MINIMUM LAP
<br />MINIMUM BEND DIA.
<br />MINIMUM ACI HOOK
<br />14
<br />20'
<br />3'
<br />10'
<br />#5
<br />25'
<br />3-3/4'
<br />10'
<br />1`6
<br />34'
<br />4-1/2'
<br />11'
<br />#7
<br />42'
<br />5-1/4'
<br />13,
<br />F. REINFORCING STEEL:
<br />1. WALL BARS AND COLUMN BARS SHALL CONFORM TO ASTM A-615, GRADE 60. FOOTING BARS AND BOND BEAM BARS SHALL
<br />CONFORM TO ASTM A-615, GRADE 40 OR GRADE 60.
<br />2. BAR BENDS SHALL BE MADE COLD, IN STRICT ACCORDANCE WITH THE DRAWINGS AND C.R.S.I. LATEST EDITION. NO KINKS
<br />ALLOWED. SEE CHART FOR STANDARD HOOK SIZES.
<br />3. REBAR LAP SPLICES ARE TO BE: CLASS 'B'. MINIMUM LAP LENGTH SHALL BE PER CHART UNLESS NOTED OTHERWISE. MINIMUM
<br />LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL AND HALF MESH, WHICHEVER IS GREATER.
<br />4. FIELD WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE
<br />5. DOWELS BETWEEN FOOTINGS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE HORIZONTAL REINFORCING.
<br />6. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE VERTICAL
<br />REINFORCING.
<br />7. TOLERANCE FOR REBAR DEPTH AND CONCRETE COVER IN FLEXURAL MEMBERS, WALLS, DISCONTINUOUS ENDS OF MEMBERS, AND
<br />COMPRESSION MEMBERS SHALL R AS FOLLOWS:
<br />TOLERANCE ON d
<br />TOLERANCE ON SPECIFIED
<br />CONCRETE COVER
<br />d<=8 in
<br />+/- 3/8'
<br />-3/e
<br />TOLERANCE FOR LONGITUDINAL LOCATION PLACEMENT OF BENDS AND ENDS OF REINFORCEMENT SHALL BE +/- 2'
<br />G. WOOD FRAMING:
<br />1. FRAMING LUMBER SHALL BE SURFACE DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT. ALLOWABLE STRESS REQUIREMENTS OF ALL
<br />WOOD MEMBERS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE NDS.
<br />2. EXTERIOR WALL LUMBER, U.N.O. ON THE PLANS, 20 (MIN) SPF OR SP NUMBER 2 OR BETTER 016' O.C. FOR WALLS 9'-5' OR LESS.
<br />3. INTERIOR LOAD BEARING WALLS SHALL BE 20 SPF OR SP NUMBER 2 OR BETTER 016' O.C. MAX. (U.N.O.).
<br />4. INTERIOR NON -LOAD BEARING WALLS SHALL BE 20 SPF, SP, OR METAL STUDS 0 24' O.C. MAX.
<br />5. LUMBER IN CONTACT WITH GROUND, CONCRETE, OR MASONRY SHALL BE SOUTHERN PINE PRESSURE TREATED.
<br />6. HEADER FRAMING:
<br />a.) HEADER SIZES SPECIFIED ON SCHEDULES AND/OR PLANS ARE MINIMUM REQUIREMENTS AND CAN BE UPGRADED TO LARGER
<br />SIZE OF SAME SPECIES, GRADE AND PLY COUNT.
<br />b.) FOR 2A STUD WALL PROVIDE (1) 20 KING STUD AND (1) 20 TRIMMER AT EACH END OF (2) PLY HEADER, U.N.O.
<br />c.) FOR 2x6 STUD WALL PROVIDE: (1) 2x6 KING STUD AND (1) 2x6 TRIMMER AT EACH END OF (3) PLY HEADER, U.N.O.
<br />7. STUD COLUMNS UNDER BEARING POINTS OF GIRDER TRUSSES OR BEAMS SHALL MATCH PLY COUNT NTH )¢ TOLERANCE (2-PLY MIN),
<br />UNLESS NOTED OTHERWISE AT MULTIPLE 2x STUDS OR TRIMMERS, USE FACE NAIL 16d G.N. AT r O.C. FOR EACH, U.NO.
<br />Ni SEE FRAMING PLAN FOR DOUBLE TOP PLATE SPLICE CONDITIONS. A 2X6 MAY BE RIPPED DOWN TO A 2X4 AT POINTS WHERE THE TOP
<br />PLATE CHANGES FROM 2X4 TO 2X6 IN UEU OF ANY CONNECTING STRAP CALLED OUT ON PLAN.
<br />9. ALL BEAMS AND HEADERS, DIMENSIONAL AND ENGINEERED WOOD, SHALL BE A MINIMUM OF (2) PLY UNLESS NOTED OTHERWISE.
<br />10. ALL TOP LOADED BEAMS AND HEADERS SHALL BE NAILED WITH (3) ROWS 16d GUN NAILS OR 12d COMMON NAILS (MIN) AT 12' O.C.
<br />UNLESS NOTED OTHERWISED.
<br />11. ENGINEERED LUMBER, SHALL BE I -LEVEL PRODUCTS OR EQUAL TYPE, SIZE PER PLANS. Fb = 3,100 psi MINIMUM.
<br />12. GIN NAILS ARE ALLOWED FOR ALL WOOD -TO -WOOD CONNECTIONS. COMMON NAILS AS SHOWN IN THE ABBREVIATIONS ON THIS PAGE
<br />SHALL BE USED FOR METAL -TO -WOOD CONNECTIONS.
<br />H. PREFABRICATED WOOD TRUSSES:
<br />1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN, THESE ARE PRELIMINARY LAYOUT USED ONLY TO DEPICT THE
<br />TRUSS CONNECTORS THAT DO NOT MEET THE SPECIFICATIONS OF THE TYPICAL CONNECTOR AS SHOWN IN THE TRUSS LEGEND. LAYOUTS,
<br />TRUSS UPLIFTS, TRUSS REACTIONS, PLY COUNTS AND TRUSS -TO -TRUSS CONNECTIONS ARE TO BE PROVIDED BY THE DELEGATED ROOF AND
<br />FLOOR SYSTEM ENGINEER.
<br />2. TOP PLATE HEIGHTS MAY VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS FOR BEARING HEIGHTS.
<br />3. TRUSS SPACING SHALL BE 24' O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16' (INCHES) O.C. MAX. OR AS
<br />OTHERWISE NOTED.
<br />4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON -BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED.
<br />5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FROM FLOOR TO CEILING.
<br />6. PROVIDE BRACING AND BLOCKING PER BCSI-B3 IN ADDITION TO BRACING AND BLOCKING SHOWN ON TRUSS LAYOUTS PROVIDED BY THE
<br />DELEGATED TRUSS SYSTEM ENGINEER.
<br />7. PROVIDE 30 LB. FELT PAPER OR OTHER MOISTURE BARRIER AT ALL CONTACT POINTS BETWEEN TRUSS /NON P.T. WOOD AND MASONRY.
<br />& ROOF TRUSS TOP & BOTTOM CORD SHALL BE SOUTHERN YELLOW PINE (SP). THE GRADE SHALL BE DETERMINED BY THE DELEGATED
<br />TRUSS ENGINEER
<br />AKIPWODAPF.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />11.
<br />12.
<br />13.
<br />14.
<br />J.
<br />1.
<br />SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED LUMBER. CAST -IN -PLACE BOLTS
<br />SHALL BE 1/2' DIA., EMBEDDED 7'. USE 10' LONG ANCHOR BOLTS AT 2x PLATE UNLESS OTHERWISE NOTED. ANCHOR
<br />BOLTS SHALL R FULL BODY AND HAVE CUT THREADS OR NOMINAL DIAMETER WITH ROLLED THREADS. 3"x3'xO.229' PLATE
<br />WASHERS ARE ASTM/ASME B18.22.1.
<br />EXPANSION ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
<br />EXPANSION ANCHORS SHALL BE: SIMPSON STRONG -BOLT TPER FL PRODUCT APPROVAL #15731.1.
<br />SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PR -APPROVED
<br />SCREW ANCHORS SHALL BE SIMPSON TTEN HD'PER FL PRODUCT APPROVAL #15730.7. CAN ONLY BE INSTALLED IN DRY,
<br />INTERIOR OR NON -CORROSIVE ENVIROMENTS, NOT FOR EXTERIOR EXPOSED APPLICATIONS.
<br />ADHESIVE ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.4 AND ICC-ES AC308. PRE -APPROVED
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON SET-XP'PER FL PRODUCT APPROVAL 115730.6 OR SIMPSON 'AT-XP'PER FL
<br />PRODUCT APPROVAL #16230.1. SIMPSON 'AT-XP' MAY BE SUBSTITUTED FOR SIMPSON 'SET-XP'.
<br />ANCHORS FOR INTERIOR NON -SHEAR WALLS EXPERIENCING ONLY GRAVITY FORCES ARE AS FOLLOWS:
<br />a) POWDER -ACTUATED FASTENERS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ICC-ES AC70. PR -APPROVED
<br />POWDER -ACTUATED FASTENERS SHALL BE SIMPSON POWDER -ACTUATED FASTENERS'PER FL PRODUCT
<br />APPROVAL #15730.4.
<br />b) SCREW FASTENERS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PR -APPROVED
<br />CONCRETE SCREWS SHALL BE: SIMPSON TTEN SCREWS'PER FL PRODUCT APPOVAL J2355-R4.
<br />ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MEET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON SET'PER FL PRODUCT APPROVAL #15730.5.
<br />INSTALL ALL POST -INSTALLED ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
<br />INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL
<br />PRE -APPROVED SUBTITUTIONS FOR 1/2' DIA. CAST -IN -PLACE ANCHOR BOLTS AT INTERIOR WALLS ARE AS FOLLOWS:
<br />a) 1/2' DIA. SIMPSON STRONG -BOLT TW/ MIN. 2 3/4' EMBEDMENT DEPTH AND 4'EDGE DISTANCE.
<br />b) 1/2' DIA. SIMPSON TTEN HD'W/ MIN. 3 1/4' EMBEDMENT DEPTH AND 1 3/4'EDCE DISTANCE.
<br />c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING ALL OTHER
<br />POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
<br />PR -APPROVED SUBTITUTIONS FOR 1/2' DIA. CAST -IN -PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
<br />a) 1/2' DIA. SIMPSON TTEN HD'W/ MIN. 3 1/4' EMBEDMENT DEPTH AND 1 3/4'EDGE DISTANCE.
<br />b) SET-XP EPDXY w/ 4' EMBEDMENT AN 1/27 DIA. F1554 GR. 36 ATR W/ NUT & WASHER.
<br />c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING ALL OTHER
<br />POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
<br />PLACE ANCHOR BOLTS AT 4' MIN AND It MAX FROM SILL PLATE END OR FROM A NOTCH GREATER THAN 1/2 THE WIDTH
<br />OF THE PLATE, A MINIMUM OF 1 3/4' FROM CONCRETE EDGE, AND SPACED AT 24' O.C. MAX.
<br />SILL PLATES SHALL BE TREATED WITH DISODIUM OCTABORATE TETRAHYDRATE (DOT) (NER 648) OR ANOTHER LOW
<br />CORROSIVE CHEMICAL TREATMENT.
<br />DO NOT NOTCH OR BORE LARGE HOLE AT JOISTS, RAFTERS, BEAMS OR PLATES, UNLESS NOTED OTHERWISE. OBTAIN
<br />APPROVAL FROM ENGINEER FOR NOTCHES AND HO.ES NOT DETAILED.
<br />BOLT HOLES SHALL BE 1/16' MAXIMUM LARGER THAN THE BOLT SIZE USE STANDARD CUT WASHERS UNDER BOLT HEADS
<br />OR NUTS AGAINST WOOD.
<br />CONNECTION HARDWARE SHALL BE SIMPSON STRONG -TIE.
<br />WOOD STRUCTURAL SHEATHING:
<br />SEE STRUCTURAL DETAILS FOR SIZES AND TYPES OF SHEATHING.
<br />K. FIELD REPAIR NOTES:
<br />1. MISPLACED DOWEL NOTE:
<br />THIS NOTE IS TO DESCRIBE ALTERNATIVES TO MITIGATE FOR CASTING #5 REBAR VERTICAL REINFORCING AT AN INCORRECT LOCATION.
<br />IF THE WALL HAS NOT BEEN BUILT. DRILL A Y47 DIA. HOLE 6' DEEP INTO THE THICKENED EDGE OF THE SLAB AT THE CORRECT
<br />LOCATION. EPDXY A 36' LONG #5 REBAR WITH SIMPSON TYPE "SET' EPDXY INTO THE DRILLED HOLE. FOLLOW THE MANUFACTURER'S
<br />REQUIREMENTS REGARDING CLEANING THE HOLE AND MIXING THE EPDXY. AS THE WALL IS BUILT LAP REBAR PER REINFORCING STEEL
<br />SCHEDULE (IN GENERAL NOTES) AND BEND VERTICAL BAR 90 DEGREES TO ACHIEVE A 12' LONG LAP WITH THE CONTINUOUS REBAR IN
<br />THE TIE BEAM.
<br />IF THE WALL HAS BEEN BUILT, PRIOR TO LINTEL POUR, OPEN THE WALL AT THE CORRECT LOCATION APPROX. 16" HIGH AND a WIDE AT
<br />THE FLOOR. DRILL HOLE AND INSTALL A 32' LONG REBAR AS DESCRIBED ABOVE. LAP VERTICAL STEEL AS DESCRIBED ABOVE INTO TIE
<br />OR BOND BEAM.
<br />FORM WALL AND POUR DOWNPOUR SOLID WITH GROUT AS SPECIFIED.
<br />2. MISSING OR MISPLACED ANCHOR BOLT (ALTERNATE BOLTING FOR WOOD SOLE PLATES).
<br />THIS NOTE IS TO DESCRIBE ALTERNATES TO ANCHOR BOLTS IN THE SLAB AND BOND BEAM BUT DOES NOT APPLY AT STEP DOWN
<br />AND/OR CURB CONDITIONS.
<br />2.1 F THE BOLT TO BE INSTALLED IN THE SLAB MEETS THE MINIMUM CONCRETE EDGE DISTANCE AS SPECIFIED BY THE
<br />MANUFACTURER, OR IS AT LEAST 2-Y4* FROM ANY EDGE FOR )r BOLTS AND 3-V FOR )f AND r BOLTS, THEN A
<br />STANDARD EXPANSION BOLT EMBEDDED 5' MINIMUM AND THE SAME DIA. AS THE SPECIFIED ANCHOR BOLT MAY BE USED
<br />(SPACING FOR BOLTS AT WOOD SOLE PLATES SHALL BE REDUCED FROM 24' TO 16').
<br />2.2 IF THE BOLT TO BE INSTALLED IN THE SLAB DOES NOT MEET THE MINIMUM CONCRETE EDGE DISTANCE AS SPECIFIED ABOVE
<br />OR IS TO REPLACE BOLTS SPECIFIED IN BOND BEAMS, THEN INSTALL AN TITEN HD AT THE SAME SPACING AS SPECIFIED ON
<br />THE PLANS. TTTEN HO SHALL R A MINIMUM Vt x 6', OR AS REQUIRED ON THE DRAWINGS. ALTERNATE CONNECTION IS AN
<br />ANCHOR W/SIMPSON TYPE 'SET' EPDXY THE SAME SIZE AS THE ONE BEING REPLACE W/ A 6' MINIMUM EMBEDMENT
<br />SI M ANCHORS ARE NOT ALLOWED.
<br />3. MISSING OR MISPLACED TRUSS STRAP ANCHOR
<br />SEE THE DETAIL IN THESE DRAWINGS.
<br />FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1/8' BUT LESS THAN 1 1/2' FROM THE FACE OF THE TRUSS, A SHIM
<br />MUST BE PROVIDED AND NAILS SHALL BE INCREASED TO GO THROUGH BOTH PLYS OF MATERIAL (I.E. 3' NAILS). WHEN GAP IS
<br />GRATER THAN 1 1/2', INSTALL NEW ANCHORS.
<br />4. CMU OVERHANGING SLAB
<br />4.1 FOR BLOCK OVERHANGING THE SLAB BY >' OR LESS, NO REPAIR IS NECESSARY.
<br />4.2 FOR BLOC( OVERHANGING THE SLAB BETWEEN >' AND I V, GROUT THE BOTTOM 3 COURSES OF IN AFFECTED AREA OF WALL
<br />4.3 FOR BLOCK OVERHANGING THE SLAB BY MORE THAN 1 V, CONTACT THE E.O.R. FOR REPAIR.
<br />5. NOTCHED STUDS IN WALLS
<br />STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD IS NOTCHED TO A DEPTH GREATER THAN 25% OF THE WIDTH IN BEARING
<br />WALLS, OR 40% IN NON -LOAD BEARING WALLS; OR WHEN A HOLE IS DRILLED/BORED TO A DIAMETER EXCEEDING 40% OF THE STUD
<br />WIDTH IN BEARING WALLS (1-3/8'FOR A 2X4 STUD OR 2-3/16-FOR A 2X6 STUD), OR 60% OF THE STUD WIDTH IN NON -RARING
<br />WALLS (2-1/8-FOR A 2X4 STUD OR 3-5/16-FOR A 2X6 STUD). IF THE MAXIMUM HOLE/NOTCH SPECIFICATIONS ARE EXCEEDED THEN
<br />A STUD SHOE MUST BE INSTALLED. STUD SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/471-1/2'
<br />SDS SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-'jl-SDS3 WITH (12)-1/4'x3'SDS SCREWS, WHERE '#'CORRESPONDS TO THE
<br />NUMBER OF STUDS IN THE MULTI -PLY.
<br />6. NOTCHED TOPf BOTTOM PLATES
<br />a FOR PLUMBING/MECHANICAL UTILITIES
<br />A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS REMOVED FOR PIPING (EXCEPT WHEN THE SIDE
<br />OF THE WALL NTH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT
<br />THROUGH. THE REQUIRED REPAIR IS A GALVANIZED 16-GAUGE METAL TIE THAT IS AT LEAST 1-1/2'WIDE AND MUST BE
<br />FASTENED WITH (8)-16D NAILS ON EACH SIDE OF THE OPENING (EX. RPS). PROTECTION OF PIPING WITHIN THE WALL IS
<br />REQUIRED WHEN PIPING OTHER THAN CAST IRON OR GALVANIZED STEEL (I.E. PVC OR ABS) IS CLOSER THAN 1-1/2'TO THE
<br />EDGE OF THE PLATE, OR PLASTIC AND COPPER PIPING IS CLOSER THAN 1-FROM THE EDGE OF THE PLATE. THE REQUIRED
<br />REPAIR IS A GALVANIZED 16-GAUGE STEEL PROTECTIVE PLATE THAT COVERS THE SIDE OF THE PLATE AND
<br />EXTENDS 2-ABOVE/BELOW IT (OR AS AN APPROVED ALTERNATE, A STEEL PROTECTIVE PLATE NOT LESS THAN 18 GAUGE THAT
<br />EXTENDS 1-1/2'BEYOND THE PIPE ON EACH SIDE).
<br />b. FOR HVAC UTILITIES
<br />REPAIR IS THE SAME AS MENTIONED ABOVE FOR PLUMBING/MECHANICAL UTILIES EXCEPT WHEN THE ENTIRE PLATE IS REMOVED
<br />FOR DUCTWORK A 16-GAUGE METAL TIE SHOULD BE INSTALLED ON BOTH SIDES OF THE CUT PLATE WHERE THE TOP PLATE
<br />HAS BEEN REMOVED FROM TWO (2) CONSECUTIVE BAYS, A 3' WIDE STRAP THAT SPANS BOTH BAYS IS REQUIRED (ETC
<br />MSTC52)
<br />L. JURISDICTION SPECIFIC INFORMATION:
<br />I. FOR ALL PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO, LANAIS, PORCHES AND BALCONIES, 5/8'MINIMUM EXTERIOR
<br />GRADE SOFFIT BOARD WITH A CEMENTIIIOUS KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
<br />REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE THE SOFFIT BOARD WOULD NEED TO BE FASTENED AT 7' ON
<br />CENTER AND ALL ENDS BLOCKED PER MANUFACTURER SPEC AND GYPSUM ASSOCIATION 216 (GA-216) INSTALLATION GUIDELINES. THIS
<br />APPLICATION WOULD BE IN COMPLIANCE WITH R703.1.
<br />2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. IN SO LONG AS KAYCAN VINYL SOFFIT IS INSTALLED IN
<br />ACCORDANCE WITH MANUFACTURER INSTALLATION REQUIREMENTS AND ICC-ES EVALUATION REPORT ESR-1495 THE SOFFIT WILL
<br />COMPLY WITH R703.1
<br />3. If WIDE SOFFIT PANELS ATTACHED TO BUILDINGS AND EAVES WITH 12F-1 & 12F-2 SYSTEM REQUIREMENTS AS NOTED IN
<br />EVALUATION REPORT FL12194-R9 ARE CAPABLE OF WITHSTANDING MAXIMUM COMPONENT & CLADDING DESIGN PRESSURES OF
<br />+/-4OPSF. FOR DESIGN PRESSURES EXCEEDED +/-4OPSF, SOFFITS SHALL BE ATTACHED PER 12F-3 OR 12F-4 SYSTEM
<br />REQUIREMENTS IN EVALUATION REPORT FL12194-R9 AND ARE CAPABLE OF RESISTING MAXIMUM COMPONENTS & CLADDING DESIGN
<br />PRESSURES OF +48PSF &-64.2PSF
<br />Roof
<br />Pressures
<br />Wall Pressures
<br />Zone 1
<br />Zone 2
<br />Zane 3
<br />Zone 4 Zone 5
<br />19.1
<br />-34.2
<br />N/A
<br />N/A
<br />19.1
<br />-47.3
<br />25.7
<br />-27.7 25.7 -34.2
<br />Zone 2e
<br />Zone 3e
<br />a
<br />191 -47.3
<br />N/AN/A
<br />Zone 3r
<br />Zone 2n
<br />N/AN/AN/A/J�
<br />....�. ...
<br />... ........, _,.,..._.... a.w ,_.._._._,.
<br />Zane Zr
<br />19.1 -47.3
<br />DESIGN PRESSURE CALCS
<br />DESIGN PRESSURES SHOWN ARE MINIMUM ALLOWABLE
<br />VALUES. VALUES ARE TO BE INCREASED AS
<br />Y
<br />Positive Ne dive
<br />REQUIRED BY MORE STRINGENT LOCAL REQUIREMENTS
<br />'Width Hei ht Effective'! Pressure 'Pressure
<br />Descriation
<br />I Zone
<br />Lftj (ft) Area ft2
<br />16070 OH
<br />16
<br />7
<br />112
<br />21.8
<br />-24.3
<br />3080 DOOR
<br />4 3
<br />8
<br />24.0
<br />24.2
<br />-26.4
<br />60BO SCE
<br />5 6
<br />8
<br />48.0
<br />23.1
<br />-29.1
<br />25SH
<br />4 3
<br />5.25
<br />15.8
<br />25.0
<br />-27.1
<br />25SH (2)
<br />4 6
<br />5.25
<br />31.5
<br />23.9
<br />-26.0
<br />25SH (2) END
<br />5 6
<br />5.25
<br />31.5
<br />23.9
<br />-30.8
<br />4010 FIXES
<br />4 4
<br />1
<br />4.0
<br />25.7
<br />-27.7
<br />26SH
<br />(2)
<br />5 6
<br />6
<br />36.0
<br />23.7
<br />-30.3
<br />25SH (3) END
<br />5 9
<br />5.25
<br />47.3
<br />23.1
<br />-29.2
<br />ABBREVIATIONS:
<br />A. PLYWD = PLYWOOD
<br />B. 0SB = ORIENTED STRAND BOARD
<br />C. NAILING:
<br />C.A. 8d = COMMON NAIL
<br />C.B. 10d = COMMON NAIL
<br />C.C. 12d = COMMON NAIL
<br />C.D. 16d = 0.135" x 3 1/2' GUN NAIL
<br />C.E. EN = EDGE NAILING
<br />C.F. FN =HELD NAILING
<br />C.G. SN = SIDE NAILING
<br />C.H. BN = BOUNDARY NAILING
<br />C.I. BF = BOUNDARY FASTENING
<br />D. AB = ANCHOR BOLT
<br />E. CMU= CONCRETE MASONRY UNIT
<br />F. CONC = CONCRETE
<br />G. DIA = DIAMETER
<br />H. DTL = DETAIL
<br />I. FND = FOUNDATION
<br />J. MAX = MAXIMUM
<br />K. MIN = MINIMUM
<br />L O.C. = ON CENTER
<br />M. SP = SOUTHERN PINE
<br />N. SPF = SPRUCE PINE FIR
<br />0. TYP = TYPICAL
<br />P. U.N.O. = UNLESS NOTED OTHERWISE
<br />Q. LLO. = IN UEU OF
<br />R. w/ = WITH
<br />S. WD = WOOD
<br />T. BE = EACH END
<br />U. HDR = HEADER
<br />V. J = OPENING JACK STUD
<br />W. K = OPENING KING STUD
<br />X. SIM = SIMILAR
<br />Y. ATR = ALL THREADED ROD
<br />Z. S.C. = SAW CUTS
<br />AA. C.J. = CONTRACTION JOINT
<br />AB. DEN = DOUBLE EDGE NAILING
<br />AC. COL = COLUMN
<br />AD. REIN = REINFORCEMENT
<br />AE. PLT = PLATE
<br />AF. CANT. = CANTILEVER
<br />AG. SC = BUILT-UP STUD COLUMN
<br />AH. MANUF. = MANUFACTURER
<br />C.OA.# ARCHITECTURE:
<br />AA260028M
<br />C.OA.# ENGINEERING:
<br />29349
<br />O THOMAS A. WEBER, PE
<br />P.E. # 73242 FLORIDA
<br />■ BENJAMIN NIESE, PE
<br />P.E. # 86025 FLORIDA
<br />2/12/21
<br />DATE j%I1111j,
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<br />RELEASE
<br />DATE: xx/xx/xxxx
<br />PROJECT TYPE
<br />P
<br />SPECIFICATION LEVEL I
<br />Pulte
<br />PLAN NAME
<br />Cedar
<br />NPC CHILD NUMBER
<br />No. 2810.500
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