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A. GENERAL:
<br />1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE 71h 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, CHANCES 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 APPLES 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 RESPON901UTY OF THE
<br />CONTRACTOR. ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY DEVIAITONS 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 WITH 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 UVE LOAD 60.0 PSF
<br />EXTERIOR WD WALL _ ----- 18.0 PSF
<br />INTERIOR WD WALL 7.0 PSF
<br />STAIRS/LMOING ____-__---------------- 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 WTH 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 />Z ALL FILL 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 BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
<br />PER GEOTECHNICAL REPORT. FLOODING WLL 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 />Z 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 WITH EARTH BACK FILL - 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 Y OF SLAB AT 3-FT SPACING OR IN ACCORDANCE w/MANUFACTURER'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 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 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.) 66 W1.4xW1.4 WELDED WIRE REINFORCEMENT FABRIC (WWM).
<br />c.) MICRO- OR MACRO- SYNTHEC TIC FIBER REINFORCEMENT.
<br />FIBER LENGTHS SHALL BE )4 TO 2 IX N LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS IN
<br />ACCORDANCE WTH THE MANUFACTURER'S RECOMMENDATIONS, SYNTHETIC FIBERS SHALL COMPLY WITH ASTM
<br />C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WTH ASTM C1116 WHEN
<br />REQUESTED BY THE BUILDING OFFICIAL
<br />F
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />REINFORCING STEEL:
<br />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 M GRADE 60.
<br />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 />REBAR LAP SPLICES ARE TO BE: CLASS W. 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 />FIELD WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE
<br />DOWELS BETWEEN FOOTINGS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE HORIZONTAL REINFORCING.
<br />DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE VERTICAL
<br />REINFORCING.
<br />TOLERANCE FOR REBAR DEPTH AND CONCRETE COVER IN FLEXURAL MEMBERS, WALLS, DISCONTINUOUS ENDS OF MEMBERS, AND
<br />COMPRESSION MEMBERS SHALL BE AS FOLLOWS-
<br />,
<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 EDHTON OF THE NDS.
<br />Z 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 2x4 SPF OR SP NUMBER 2 OR BETTER 016' O.C. MAX. (U.N.O.).
<br />4. INTERIM NON -LOAD BEARING WALLS SHALL BE 2x4 SPF, SP, OR METAL STUDS @ 24' Q.C. MAX.
<br />5, LUMBER IN CONTACT WTH 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 2x4 STUD WALL PROVIDE: (1) 2x4 KING STUD AND (1) 2x4 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 GRDER TRUSSES OR BEAMS SHALL MATCH PLY COUNT WTH )' 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 />B. 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 N 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 M 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 />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) D.C. MAX. M 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-83 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 M OTHER MOISTURE BARRIER AT ALL CONTACT POINTS BETWEEN TRUSS /NON P.T. WOOD AND MASONRY.
<br />8. ROOF TRUSS TOP & BOTTOM CORD SHALL BE SOUTHERN YELLOW PINE (SP). THE GRADE SHALL BE DETERMINED BY THE DELEGATED
<br />TRUSS ENGINEER.
<br />9. ALL TRUSS-TD-TRUSS CONNECTIONS, BOTH GRAVITY AND UPLIFT, ARE DELEGATED TO THE TRUSS SYSTEM ENGINEER AND CALLED FOR ON
<br />THE MANUFACTURER'S LAYOUTS.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />E,
<br />MASONRY WALL CONSTRUCTION:
<br />1.
<br />MASONRY CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF TMS 402 & 602 / ACI 530 & 530.1 / ASCE 5 & 6.
<br />2.
<br />- - MASONRY WITH UNIT STRENGTH OF 1900 psi
<br />MASONRY UNITS SHALL MEET ASTM C 90, GRADE N 1 FOR HOLLOW LOAD BEARING TYPE II MASON
<br />ON THE NET AREA (fm = 1,500 psi). UNITS SHALL BE NORMAL WEIGHT, 8" x 8" x 16", TWD HOLE, SQUARE END BLOCKS UNLESS NOTED
<br />10•
<br />OTHERWISE. UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
<br />3.
<br />ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE "S" OR 'M'.
<br />11.
<br />4.
<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 />12.
<br />5.
<br />VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS, WITH FILLED CELLS FILLED WITH COURSE GRDUT.
<br />6.
<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 />13,
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERWSE NOTED.
<br />7.
<br />EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
<br />14,
<br />8,
<br />ALL MASONRY UNITS SHALL BE LAID IN RUNNING BOND U.N,O,
<br />9.
<br />OVER ALL MASONRY OPENINGS IN WALLS PROVIDE LINTELS, CAST -IN -PLACE CONCRETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS.
<br />J•
<br />10.
<br />VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) #5 BAR LAPPED AND TED 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 />1.
<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 />#6
<br />34"
<br />4-1/2'
<br />11"
<br />#7
<br />42"
<br />5-1/4'
<br />13"
<br />ANCHORAGE:
<br />SILLS OR PLATES RESTING ON CONCRETE M 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 BE FULL BODY AND HAVE CUT THREADS OR NOMINAL DIAMETER WITH ROLLED THREADS. 3%3"0.229' PLATE
<br />WASHERS.
<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 2'.
<br />SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
<br />SCREW ANCHORS SHALL BE: SIMPSON `DTEN HD'. CAN ONLY BE INSTALLED IN DRY, INTERIOR OR NON -CORROSIVE
<br />ENVIRONMENTS, 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' OR SIMPSON 'AT-7. SIMPSON 'AT-V MAY BE SUBSTITUTED FOR
<br />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. PRE -APPROVED
<br />POWDER -ACTUATED FASTENERS SHALL BE: SIMPSON 'POWDER -ACTUATED FASTENERS'
<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 'TITEN SCREWS'.
<br />ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MEET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON SET'.
<br />INSTALL ALL POST -INSTALLED ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
<br />INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL.
<br />PRE -APPROVED SUBTITUTTONS 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 -1ITEN HD'W/ MIN. 3 1/4' 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 />PRE -APPROVED SUBTITUTRONS FOR 1/2" DIA. CAST -IN -PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
<br />a) 1/2' DIA. SIMPSON 11TEN HD'W/ MIN. 3 1/4' 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 />PLACE ANCHOR BOLTS AT 4' MIN AND 12" 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 OCTABMATE TETRAHYDRATE (DOT) (NER 648) OR ANOTHER LOW
<br />CORROSIVE CHEMICAL TREATMENT.
<br />DO NOT NOTCH OR BORE LARGE HOLE AT JOISTS, RAFTERS, BEAMS M PLATES, UNLESS NOTED OTHERWISE. OBTAIN
<br />APPROVAL FROM ENGINEER FOR NOTCHES AND HOLES 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 Y4' 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 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. M159NC 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 />Zi 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-r FROM ANY EDGE FOR )2- BOLTS AND 3-r FOR >' AND Y�' 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 HD SHALL BE A MINIMUM �2' 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' 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 CAP IS
<br />GREATER 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 BLOCK OVERHANGING THE SLAB BETWEEN V AND 1 r, 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 WDTH 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'FDR A 2X4 STUD M 2-3/16-FOR A 2X6 STUD), M 60% OF THE STUD WIDTH IN NON -BEARING
<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'XII-1/2'
<br />SOS SCREWS, FOR MULTI -PLY 2X STUDS USE HSS2--r-SDS3 WITH (12)-1/4'x3'SOS SCREWS, WHERE '}"CORRESPONDS TO THE
<br />NUMBER OF STUDS IN THE MULTI -PLY.
<br />6. NOTCHED TOP/BOTTOM PLATES
<br />a. FOR PLUMBING/MECHANICAL UTIUTIES
<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'WDE 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/00-OW 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 UTIUES 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.
<br />1.
<br />2.
<br />JURISDICTION SPECIFIC INFORMATION
<br />FOR ALL PARTIALLY ENCLOSED AREAS INCLUDING BUT NOT LIMITED T A AN I 0 TIED 0, LANAIS, PORCHES D BALCONIES, 5/8-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 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 />SOFFIT, OTHER THAN THE EXTERIOR GRADE SOFFIT BOARD OR SOFFITS USING HIGH -RIB METAL LATH AND STUCCO, SHALL HAVE THE
<br />PRODUCT APPROVAL NOTED ELSEWHERE WITHIN THE CONSTRUCTION DOCUMENTS SUBMITTED. ALL ALUMINUM OR VINYL SOFFITS SHALL
<br />MEET OR EXCEED THE REQUIREMENTS NOTED ON THIS SHEET IN REGARD TO DESIGN PRESSURES. ALL ALUMINUM MUST BE INSTALLED
<br />IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS TO COMPLY WITH THESE MINIMUM DESIGN PRESSURES. INSTALLATION IN
<br />ACCORDANCE WITH THESE REQUIREMENTS WILL COMPLY NTH R703 AND R704. ALL VINYL SOFFIT SHALL COMPLY WITH THE
<br />MANUFACTURER'S INSTALLATION INSTRUCTIONS AND R704,
<br />C. = *
<br />�.+ ��` �u, r�� sztsASD Values`
<br />,
<br />Based 4n 10psfA a
<br />Roof Pressures
<br />Wall & Soffit Pressures
<br />Zane
<br />1
<br />Zone 2
<br />Zone 3
<br />Zone 4
<br />Zone 5
<br />19.2
<br />-34.4
<br />N/A
<br />I N/A
<br />19.2 1
<br />-47.5
<br />2.5.8
<br />1 -27.8
<br />25.8
<br />-34.4
<br />Zone 2e
<br />Zone 3e
<br />N/A N/A
<br />Zone 3r
<br />N/A N/A
<br />19.2
<br />-47.5
<br />Zone 2n
<br />N/A
<br />N/A
<br />Zone 2r
<br />19.2
<br />-47.5
<br />DESIGN PRESSURE CALCS
<br />DESIGN PRESSURES SHOWN ARE MINIMUM ALLOWABLE
<br />VALUES. VALUES ARE TO BE INCREASED AS
<br />REQUIRED BY MORE STRINGENT LOCAL REQUIREMENTS
<br />,Components and Cladding Pressures s.4*Kzt* . , q D Values
<br />Positive Ne ative
<br />Width Heiaht Effective ; Pressure Pressure
<br />Description Zone (ft) Lftj Area ft2 ls
<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 />-26.5
<br />6080 SGD
<br />5
<br />6
<br />8
<br />48.0
<br />23.2
<br />-29.3
<br />4010 F VED
<br />4
<br />4
<br />1
<br />4.0
<br />25.8
<br />-27.8
<br />25SH
<br />4
<br />3
<br />S.25
<br />15.8
<br />25.1
<br />-27.2
<br />24SH
<br />4
<br />4
<br />4.1667
<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 />26SH END
<br />5
<br />6
<br />6
<br />36.0
<br />218
<br />- 30.5
<br />L2)
<br />25SH 3
<br />4
<br />9
<br />5.251
<br />47.3
<br />23.2
<br />- 25.3
<br />opo Fieldstone ..
<br />C.O.A# ARCHITECTURE: Q:
<br />AA26002802
<br />C.O.A.# ENGINEERING: No. 66
<br />29349
<br />■ BENJAMIN NIESE, PE +.0
<br />P.E.# 86025
<br />❑ IAN MCCULLOUGH, PE ST OF
<br />P.E.# 80956
<br />08/26/2021
<br />DATE SIGNED At. W
<br />*PulteGroupr
<br />I RELEASE I
<br />DATE: i W
<br />PROJECT TYPE
<br />SPECIFICATION LEVEL I
<br />Pulte
<br />PLAN NAME
<br />ZkW
<br />NPC CH NU ER
<br />2811.5W
<br />SHEET
<br />S0.1
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