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<br />A. GENERAL:
<br />1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE 6th EDITION
<br />(2017). WHERE MORE STRINGENT CODES ARE ADOPTED, THEY SHALL GOVERN THE WORK.
<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 DRAWING 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 NTH THE ARCHITECTURAL DRAWINGS. ANY DEVIATIONS OR DISCREPANCIES ON
<br />THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER OF RECORD.
<br />5. ASTM SPECIFICATIONS INDICATED SHALL BE THE LATEST EDITIONS OF THE STANDARDS, UNLESS NOTED OTHERWISE.
<br />6. ALTERNATE NAIUNG: PASLODE FASTENERS MAY BE USED ON SIMPSON HARDWARE REFER TO SIMPSON TECHNICAL BULLETIN
<br />T-POSITIVENLO6: POSITIVE PLACEMENT NAIL APPLICATIONS WITH PASLODE FASTENERS.
<br />B. DESIGN CRITERIA:
<br />1. DESIGN LOADS:
<br />ROOF DEAD LOADS
<br />METAL ROOF TC DEAD LOADS
<br />10.0 PSF
<br />SHINGLE ROOF TC DEAD LOADS
<br />7.0 PSF
<br />TILE ROOF TC DEAD LOADS
<br />15.0 PSF
<br />ROOF BC DEAD LOADS
<br />10.0 PSF
<br />ROOF LIVE LOADS
<br />TC LIVE LOAD
<br />20.0 PSF (REDUCIBLE)
<br />BC LIVE LOAD w/o STORAGE
<br />10.0 PSF
<br />BC LIVE LOAD w/ STORAGE
<br />20.0 PSF
<br />FLOOR DEAD LOADS
<br />11.0 PSF
<br />WOOD FRAMED DEAD LOAD
<br />11.0 PSF
<br />FLOOR LIVE LOADS
<br />40.0 PSF (REDUCIBLE)
<br />BALCONY DEAD LOAD
<br />15.0 PSF
<br />BALCONY LIVE LOAD
<br />60.0 PSF
<br />EXTERIOR WD WALL
<br />1&0 PSF
<br />INTERIOR WD WALL
<br />7.0 PSF
<br />STAIRS/LANDING
<br />40.0 PSF
<br />WIND SPEED PER ASCE 7-10
<br />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 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 BE CLEAN 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 BACKFlLL AND UTILITY TRENCH BACKFlLL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
<br />PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE PERMITTED.
<br />5. ABANDONED FOOTING, 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 SHAH CONFORM TO THE 'BUILDING REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318 LATEST EDITION) WITH
<br />MODIFICATIONS AS NOTED IN THE DRAWING 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 RAGS ON GROUND - 1 1/2 INCHES CLEAR
<br />c. FORMED CONCRETE WITH EARTH BACK ALL - 2 INCHES CLEAR
<br />d. WWM USED IN R ABS SHALL BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURER IN THE
<br />MIDDLE TO UPPER J OF SLAB AT 3-FT 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 />8. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENING 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 UNREINFORCED 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 X 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 CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN
<br />REQUESTED BY THE BUILDING OFFICIAL
<br />E. MASONRY WALL CONSTRUCTION:
<br />1. MASONRY CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF TMS 402 & 602 / ACI 530 & 530.1 / ASCE 5 & 6.
<br />2. MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE II MASONRY WITH UNIT STRENGTH BE 1,900 psi
<br />ON THE NET AREA (rm = 1,500 psi). UNITS SHALL BE NORMAL WEIGHT, 8' x 8' x 16', TWO HOLE, SQUARE END BLOCKS UNLESS NOTED
<br />OTHERWISE. UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
<br />3. ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE 'S' OR V.
<br />4. 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 />5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWING, WITH FILLED CELLS FILLED WITH COURSE GROUT.
<br />6. 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 />7. 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 />9. OVER ALL MASONRY OPENING IN WALLS PROVIDE UNTELS, CAST -IN -PLACE CONCRETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS.
<br />10. VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) 15 BAR LAPPED AND TIED TO THE FOUNDATION DOWEL, AND A STANDARD ACI
<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 />i6
<br />34'
<br />4-1/2'
<br />11'
<br />17
<br />r-4f
<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, WHOEVER IS GREATER.
<br />4. FIELD WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE.
<br />5. DOWELS BETWEEN FOOTING SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE HORIZONTAL REINFORCING.
<br />6. DOWELS BETWEEN FOOTING 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 BE AS FOLLOWS:
<br />TOLERANCE ON d
<br />TOLERANCE ON SPECIFIED
<br />CONCRETE COVER
<br />d<=8 in
<br />+/- 3/8'
<br />-3/8'
<br />64 in
<br />+/- 1/2'
<br />-1/2'
<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 2015 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 2A 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, (BADE AND PLY COUNT.
<br />b.) FOR 2A STUD WALL PROVIDE (1) 20 KING STUD AND (1) 2A 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 WITH )f TOLERANCE (2-PLY MIN),
<br />UNLESS NOTED OTHERWISE AT MULTIPLE 2x STUDS OR TRIMMERS, USE FACE NAIL 16d G.N. AT 8' O.C. FOR EACH, U.NO.
<br />8. 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 LIEU 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. GUN 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 />13. ALL FASTENING SHALL FOLLOW TABLE R602.3(1) U.N.O.
<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. AUGN 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 />I. ANCHORAGE:
<br />1. 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 IV LONG ANCHOR BOLTS AT 2x PLATE UNLESS OTHERWISE NOTED. ANCHOR
<br />BOLTS SHALL BE FULL BODY AND HAVE CUT THREADS OR NOMINAL DIAMETER WITH ROLLED THREADS. 3'x3'x0.229' PLATE
<br />WASHERS ARE ASTM/ASME 618.22.1.
<br />2. 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 P5731.1.
<br />3. SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
<br />SCREW ANCHORS SHALL BE SIMPSON TTEN HD'PER FL PRODUCT APPROVAL P5730.7. CAN ONLY BE INSTALLED IN DRY,
<br />INTERIOR OR NON -CORROSIVE ENVIROMENTS, NOT FOR EXTERIOR EXPOSED APPLICATIONS.
<br />4. 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 V5730.6 OR SIMPSON 'AT-XP'PER FL
<br />PRODUCT APPROVAL f 6230.1. SIMPSON 'AT-F' MAY BE SUBSTITUTED FOR SIMPSON 'SET-F'
<br />5. 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. PRE -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. PRE -APPROVED
<br />CONCRETE SCREWS SHALL BE: SIMPSON TTEN SCREWS'PER FL PRODUCT APPOVAL 12355-R4.
<br />6. ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MEET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON SEPPER FL PRODUCT APPROVAL P5730.5.
<br />7. INSTALL ALL POST -INSTALLED ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
<br />INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL
<br />8. 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 2'W/ MIN. 2 3/4' EMBEDMENT DEPTH AND 4'EDGE DISTANCE
<br />b) 1/2' DIA. SIMPSON TTEN HD'W/ MIN. 31/4' EMBEDMENT DEPTH AND 1 3/4-EDGE 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 />9. PRE -APPROVED SUBTITUTIONS FOR 1/2' DIA. CAST -IN -PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
<br />a) 1/2' DIA. SIMPSON `TITEN HD'W/ MIN. 3 i/4' EMBEDMENT DEPTH AND 1 3/4'EDGE DISTANCE
<br />b) SET-XP EPDXY w/ 4' EMBEDMENT AN 1/2' 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 />10. PLACE ANCHOR BOLTS AT 4' MIN AND 12' MAX FROM SIU. 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 />11. SILL PLATES SHALL BE TREATED WITH DISODIUM OCTABORATE TETRAHYDRATE (DOT) (NER 648) OR ANOTHER LOW
<br />CORROSIVE CHEMICAL TREATMENT.
<br />12. DO NOT NOTCH OR BORE LARGE HOLE AT JOISTS, RAFTERS, BEAMS OR PLATES, UNLESS NOTED OTHERWISE. OBTAIN
<br />APPROVAL FROM ENGINEER FOR NOTCHES AND HOLES NOT DETAILED.
<br />13. 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 />14. CONNECTION HARDWARE SHALL BE SIMPSON STRONG -TIE
<br />J. WOOD STRUCTURAL SHEATHING:
<br />1. 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 Y 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 4' WIDE AT
<br />THE FLOUR. 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 IF 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-Y FROM ANY EDGE FOR )' BOLTS AND 3 V FOR 9' AND V 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. TITEN HD SHALL BE 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 />SLEEVE 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' DIET 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 />GREATER THAN 1 1/2', INSTALL NEW ANCHORS.
<br />4. CMU OVERHANGING SLAB
<br />4A FOR BLOCK OVERHANGING THE SLAB BY >' OR LESS, NO REPAIR IS NECESSARY.
<br />4.2 FOR BLOCK OVERHANGING THE SLAB BETWEEN )C AND I )r, GROUT THE BOTTOM 3 COURSES OF IN AFFECTED AREA OF WALL
<br />4.3 FOR BLOCK OVERHANGING THE SLAB BY MORE THAN 1 X, 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 -FARING
<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)-1/4-4-1/2'
<br />SDS SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-'r' SDS3 WITH (12)-1/4'x3'SDS SCREWS, WHERE '1-CORRESPONDS TO THE
<br />NUMBER OF STUDS IN THE MULTI -PLY.
<br />6. NOTCHED TOP/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 WITH 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 1TFROM 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 (EX
<br />MSTC52)
<br />L. JURISDICTION SPECIFIC INFORMATION:
<br />1. FOR ALL PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO, LANAIS, PORCHES AND BALCONIES, %' MINIMUM EXTERIOR
<br />GRADE SOFFIT BOARD WITH A CEMENTITIOUS 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 PRODUCT WOULD NEED TO BE ATTACHED
<br />PER MANUFACTURER SPECIFICATIONS. THIS APPLICATION WOULD BE IN COMPLIANCE WITH R703.1.
<br />2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. IN SO LONG AS THE KAYCAN VINYL SOFFIT IS INSTALLED IN
<br />ACCORDANCE WITH MANUFACTURER INSTALLATION REQUIREMENTS AND ICC-ES EVALUATION REPORT ESR-1495 THE SOFFIT WILL
<br />COMPLY NTH R703.1
<br />Roof Pressures Wall Pressures
<br />Zone 1 Zone 2 Zone 3 Zone 4 Zone 5
<br />14.8 -23.6 14.8 -41.0 14.8 -60.6 25.8 -27.9 25.8 -34.4
<br />DESIGN PRESSURE CALCS
<br />Description
<br />Zone
<br />Width (ft)
<br />Height (ft)
<br />Effective
<br />Positive
<br />Pressure
<br />(psf)
<br />Negative
<br />Pressure
<br />(psf)
<br />Area (ft2)
<br />16070 OHGD
<br />-
<br />16
<br />7
<br />112
<br />21.9
<br />-24.4
<br />3080 DOOR
<br />4
<br />3
<br />8
<br />24.0
<br />24.4
<br />-26.6
<br />6080 SGD
<br />5
<br />6
<br />8
<br />48.0
<br />23.2
<br />-29.2
<br />4010 FIXED
<br />4
<br />4
<br />1
<br />4.0
<br />25.8
<br />-27.9
<br />25SH
<br />4
<br />3
<br />5.25
<br />15.8
<br />25.1
<br />-27.2
<br />24SH
<br />4
<br />4
<br />4.166667
<br />16.7
<br />25.0
<br />-27.1
<br />25SH (2) END
<br />5
<br />6
<br />5.25
<br />31.5
<br />24.0
<br />-30.9
<br />25SH END
<br />5
<br />3
<br />5.25
<br />15.8
<br />25.1
<br />-33.1
<br />(2) 26SH END
<br />5
<br />6
<br />6
<br />36.0
<br />23.8
<br />-30.5
<br />25SH (3)
<br />4
<br />9
<br />5.25
<br />47.3
<br />23.2
<br />-25.4
<br />DESIGN PRESSURES SHOWN ARE MINIMUM ALLOWABLE
<br />VALUES. VALUES ARE TO BE INCREASED AS
<br />REQUIRED BY MORE STRINGENT LOCAL REQUIREMENTS
<br />ABBREVIATIONS:
<br />A.
<br />PLYWD = PLYWOOD
<br />B.
<br />OSB = ORIENTED STRAND BOARD
<br />C.
<br />NAILING:
<br />C.A.
<br />8d = COMMON NAIL
<br />C.B.
<br />10d = COMMON NAIL
<br />C.C.
<br />12d = COMMON NAIL
<br />C.D.
<br />16d = 0.135' x 3 1/2' GUN NAIL
<br />C.E.
<br />EN = EDGE NAILING
<br />C.F.
<br />FN = FIELD NAILING
<br />C.G.
<br />SN = SIDE NAILING
<br />C.H.
<br />BN = BOUNDARY NAILING
<br />C.I.
<br />BF = BOUNDARY FASTENING
<br />D.
<br />AB = ANCHOR BOLT
<br />E.
<br />CMU= CONCRETE MASONRY UNIT
<br />F.
<br />CONC = CONCRETE
<br />G.
<br />DIA = DIAMETER
<br />H.
<br />DTL = DETAIL
<br />I.
<br />FND = FOUNDATION
<br />J.
<br />MAX = MAXIMUM
<br />K.
<br />MIN = MINIMUM
<br />L
<br />O.C. = ON CENTER
<br />M.
<br />SP = SOUTHERN PINE
<br />N.
<br />SPF = SPRUCE PINE FIR
<br />0.
<br />TYP = TYPICAL
<br />P.
<br />U.N.O. = UNLESS NOTED OTHERWISE
<br />Q.
<br />I.L.O. = IN LIEU OF
<br />R.
<br />w/ = WITH
<br />S.
<br />WD = WOOD
<br />T.
<br />EE = EACH END
<br />U.
<br />HDR = HEADER
<br />V.
<br />J = OPENING JACK STUD
<br />W.
<br />K = OPENING KING STUD
<br />X.
<br />SIM = SIMILAR
<br />Y.
<br />ATR = ALL THREADED ROD
<br />Z.
<br />S.C. = SAW CUTS
<br />AA.
<br />C.J. = CONTRACTION JOINT
<br />AB.
<br />DEN = DOUBLE EDGE NAILING
<br />AC.
<br />COL = COLUMN
<br />AD.
<br />REIN = REINFORCEMENT
<br />AE.
<br />PLT = PLATE
<br />AF.
<br />CANT. = CANTILEVER
<br />AG.
<br />SC = BUILT-UP STUD COLUMN
<br />AH.
<br />MANUF. = MANUFACTURER
<br />C.O.A.# ARCHITECTURE:
<br />AA26002802
<br />C.O.A.# ENGINEERING:
<br />29349
<br />❑ THOMAS A. WEBER, PE
<br />P.E. # 73242 FLORIDA
<br />■ BENJAMIN NIESE, PE
<br />P.E. # 86025 FLORIDA
<br />10/22/20
<br />DATE \\\\111li!l���f
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<br />PRODUCT MANAGER
<br />RELEASE
<br />DATE: xx xx xxxx
<br />KW
<br />PROJECT TYPE
<br />Single Famfl
<br />SPECIFICATION LEVEL
<br />Nte
<br />PLAN NAME
<br />Highgate
<br />NPC CHIM NU ER
<br />2811.500
<br />SHEET
<br />Sol
<br />
|