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<br />.
<br />A. GENERAL:
<br />1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE 7A 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 PLUMBNG 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, STABS, PIPE AND DUCT RUNS, SLEEVES AND HANDERS, ELECTRICAL, CONDUITS AND OUTLETS, ITEMS EMBEDDED OR ATTACHED TO STRUCTURAL MEMBERS, EQUIPMENT,
<br />BASES AND ANCHORAGE. ETC.
<br />4. TIE 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 />MY PLANS MUSE 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: PASLADE FASTENERS MAY BE USED ON SIMPSON HARDWARE REFER TO SIMPSON TECHNICAL BULLETIN
<br />T-POSIiIVENL06: 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 />SHNGLF ROOF TC DEAD LOADS 7.0 PSF
<br />TILE ROOF TC DEAD LOADS 15.0 PSF
<br />ROOF BE DEAD LOADS 10.0 PSF
<br />ROOF LIVE LOADS
<br />TC LIVE LOAD 20.0 PSF (REDUCIBLE)
<br />BE LIVE LOAD w/o STORAGE 10.0 PSF
<br />BE LIVE LOAD w/ STORAGE 20.0 PSF
<br />FLOOR DEAD LOADS 11.0 PSI"
<br />WOOD FRAMED DEAD LOAD 11.0 PSF
<br />FLOOR LIVE LOADS 90 PSF (REDUCIBLE)
<br />BALCONY DEAD LOAD 15.0 PSF
<br />BALCONY LIVE LOAD 60.0 PSF
<br />EXTERIOR WD WALL 18.0 PSI"
<br />INTERIOR WD WAIL 7.0 PSI"
<br />STARS/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'
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<br />2. ALL GUARDIANS 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 />FOUNDATION:
<br />FOUNDATION IS DESIGNED BASED ON PRSIUMPTEVE 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 />ALL FAIL SHALL BE CLEAN MO COMPACTED TO 95% BY HEAVY VIBRATORY ROLLER IN MAXIMUM LIFTS OF 8. CONFORM TO
<br />ASTM D 1557.
<br />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 />FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
<br />PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE PERMITTED.
<br />ABANDONED FOOTINGS, UTILITIES, EX THAT INTERFERE WITH NEW CONSTRUCTION SHALL. BE REMOVED.
<br />PROVIDE MIN. 6 ML. APPROVED VAPOR BARRIER. AIL JOINTS TO BE LAPPED MIN. 6' AND SEALED.
<br />CONCRETE:
<br />CONCRETE SHALL. CONFORM TO THE 'BUILDING REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318 LATEST EDITION) WITH
<br />M(DffRAS ICATAS NOTED IN THE DRAWINGS AND SPECIFICATIONS.
<br />DESK,N BASED ON 2500 PSI, 28-DAY STRENGTH, UNLESS OTHERWISE NOTED.
<br />PROTECTION COVER (CLEAR) SHALL BE AS FOLLOWS (U.N.O.}
<br />m CONCRETE PLACED DIRECTLY AGAINST EARTH - 3 INCHES CLEAR GROU b. STRUCTURAL SLABS ON ND - 1 1/2 INCHES CLEAR
<br />c. FORMED CONCRETE WITH EARTH BACK FAIL - 2 INCHES CLEAR
<br />d WOM USED IN SLABS SHALL. BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURER IN THE
<br />MIDDLE TO UPPER )i OF SUB AT 3-FT SPACING OR IN ACCORDANCE w/MANUFACTURER'S SPECIFICATIONS
<br />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 RACING. DO NOT CUT ANY
<br />REINFORCING WHICH MAY CONFLICT.
<br />CONCRETE PLACEMENT SHALL BE PER RECOMMENDATIONS IN AD 614, AD 301, AD 318 3 AD 332.
<br />SLABS ARE DESIGNED AS LORCED PLAN CONCRETE SLAM ON -ME,
<br />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' SUB SH A L BE PLACED NO MORE THAN 8-FEET APART INBOTH DIRECTIONS
<br />CONTRACTION JOINTS IN 4.0' SUB SHALL BE PLACED NO MORE THAN 10-FEET APART IN BOTH DIRECTIONS
<br />b.) 6x6 W1.4xW1.4 WELDED WIRE REINFORCEMENT FABRIC (WWWMM).
<br />c.) MICRO- OR MACRO-SYNTHECTIC FIBER REINFORCEMENT.
<br />FIBER LENGTHS SHALL BE )f TO 2 r IN LENGTH. DOSAGE MOM SHALL BE FROM 0.75 TO 10 POUNDS IN
<br />ACCORDANCE WITH THE MAIFACTURER'S RECOMMENDATIONS. SYNTHETIC FIFERS SHALL COMPLY WITH ASTM
<br />C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN
<br />REQUESTED BY TEE BUIDNG OFFICIAL.
<br />MASONRY WALL CONSTRUCTION:
<br />MASONRY CONSTRUCTION SHALL COMPLY NTH LATEST EDITION OF TMS 402 E 602 / AD 530 & 530.1 / ASCE 5 d 6.
<br />MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE I MASONRY WITH WAIT STRENGTH OF 1,900 psi
<br />ON THE NET AREA (fm = 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 />ALL MORTAR SHALL MFORM TO ASTM C 270, TYPE 'S' OR Y.
<br />MIT
<br />T SHALL CON O RM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8' AND A MINIMUMCOMPRESSIVE STRENGTH OF
<br />2500 PSL
<br />VERTICAL REINFORCEMMENT SHALL BE AS NOTED ON THE DRAWINGS, WITH FILLED CELLS FLIED WITH MALT GROUT.
<br />VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND THE BOTTOM AND AT A MAXIMUM SPACING OF 1T'-0' U.N.O.
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERBSE NOTED.
<br />EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE IMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
<br />ALL MASONRY WE SHALT. BE LAD IN RIMMING BOND U.N.O.
<br />OVER ALL MASONRY OPENINGS IN WALLS PROVIDE LNTELS, CAST -IN -PLACE CONCRETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS
<br />0 VERTICAL FIB CELLS SHALL HAVE A MINIMUM OF (1) 15 BAR LAPPED AND TED TO THE FOUNDATION DOBEI, AND A STANDARD AD
<br />HOOK AT THE TOP, LAPPED AND TED TO THE HORIZONTAL REINFORCING N THE TOP OF THE WALL. SEE CHART BELOW FOR MINIMUM LAP
<br />AND HOOK LENGTHS
<br />REINFORCING STEEL MINIMUM REQUIREMENTS
<br />BAR 97E
<br />MINIM LAP
<br />MINIMUM BEND DIA.
<br />MINIMUM AD HOOK
<br />14
<br />20'
<br />3'
<br />10'
<br />15
<br />25'
<br />3-3/4'
<br />10'
<br />16
<br />34'
<br />4-1/2'
<br />11'
<br />v
<br />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 M.D. N 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 GRATER.
<br />4. HELD WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE
<br />5. DOWELS BENEEN 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 BE AS FOLLOWS:
<br />TOLERANCE ON d
<br />TOLERANCE ON SPECIFIED
<br />CONCRETE COVER
<br />R=8 b
<br />+/- 3/8'
<br />-3/8'
<br />db=8 b
<br />TOLERANCE FOR LONGITUDINAL LOCATION PLACEMENT OF BENDS AND ENDS OF REINFORCEMENT SHALL BE
<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 NOS.
<br />2. EXTERIOR WALL LUMBER, U.N.O. ON THE PLANS, 2x4 (MN) SPF OR SP NUMBER 2 OR BETTER 016' O.C. FOR WALLS 9'-5' OR LESS
<br />3. INTERIOR LOAD BEARING WAILS SHALL BE 26 SPF O. SP NUMBER 2 OR BETTER 016' O.C. MAX (U.N.O.).
<br />4. INTERIOR NON -LOAD BEARING WALLS SHALL BE 2A SPF, SP, OR METAL STUDS 0 24' O.C. MAX
<br />5. LUMBER N CONTACT WITH GROUND, CONCRETE, OR MASONRY SHALL BE SOUTHERN PINE PRESSURE TREATED.
<br />6. HEADER FRAMING:
<br />a) HEADER SIZES SPECIFIED ON SCHEDULES MD/OR PLANS ARE MINIMUM REQUIREMENTS AND CAN BE UPGRADED TO LARGER
<br />SIZE OF SAME SPECIES, GRADE AND PLY COUNT.
<br />b.) FOR 20 STUD WALL PROVIDE (1) 20 KING STUD AND (1) 24 TRIMMER AT EACH END OF (2) PLY HEADER, U.N.O.
<br />c.) FOR 2x6 STUD WALL PROVIDE: (1) 2x6 KING STUD AND (1) 26 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 CHANCES FROM 2X4 TO 2X6 IN LIEU OF ANY COIKCTIIG 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 It O.C.
<br />UNLESS NOTED OTHERIMSED.
<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 />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 WAILS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON -BEARING WAILS 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 MG.
<br />6. PROVIDE BRACING AND BLOCKING PER BCSI-B3 N 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 />8. ROOF TRUSS TOP E 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 />ANCHORAGE:
<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' LING ANCHOR BOLTS AT 2x PLATE UNLESS OTHERWISE NOTED. ANCHOR
<br />BOLTS SHALL BE FULL BODY AND HAVE CUT TREADS OR NOMINAL DIAMETER WITH ROLLED THREADS. 3'x3'xO.22r PLATE
<br />WASHERS
<br />! EXPANSION ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF AD 355.2 AND ICC-ES AC193. PRE -APPROVED
<br />EXPANSION ANCHORS SHALL BE SIMPSON STRONG -BOLT 2'
<br />I. SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF AD 355.2 AND IOC -ES AC193. PRE -APPROVED
<br />SCREW ANCHORS SHALL BE SIMPSON 'DTEN HD' CAN ONLY BE INSTALLED N DRY, INTERIOR OR NON -CORROSIVE
<br />ENVIROMENTS, NOT FOR EXTERIOR EXPOSED APPLICATIONS
<br />I. ADHESIVE ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF AD 355.4 MD ICC-ES AC308. PRE -APPROVED
<br />ADHESIVE ANCHI E SHALL BE: SIMPSON SET-XP' OR SIMPSON 'AT-XP' SIMPSON 'AT-XP' MAY BE SUBSTITUTED FOR
<br />SIIA SON 5ET-XP'
<br />L 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 YONDER -ACTUATED FASTENERS'
<br />b) SCREW FASTENERS IN CONCRETE SHALL FEET THE REQUIREMENTS OF AD 355.2 AND ICC-ES AC191 PRE -APPROVED
<br />CONCRETE SCREWS SHALL BE SIIRSON 'TITEN SCREWS'
<br />i. ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON 'SNP
<br />►. INSTALL ALL POST -INSTALLED MUM N STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
<br />INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL
<br />L PRE -APPROVED SUDTETUTIOONS FOR 1/f DIA. CAST-N-PLACE ANCHOR BOLTS AT INTERIOR WALLS ARE AS FOLLOWS:
<br />a) 1/2' DIA. SIMPSON STRONG -BOLT 2'W/ MN. 2 3/4' EMBEDMENT DEPTH AND 4'EDGE DISTANCE
<br />b) 1/2' DIAL SIMPSON 'BEEN 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-N-PLACE ANCHORS.
<br />H. PRE -APPROVED SU BTOTUTIONS FOR 1/f DIAL CAST -IN -PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
<br />a)1/2' DUL SIMPSON 9TTEN WWI MN. 31/4' EMBEDMENT DEPTH AND 1 3/4-ME DISTANCE.
<br />b) SET-XP EPDXY w/ 4' EMBEDMENT AN 1/2' DMA. 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 />0, PLACE ANCHOR BOLTS AT 4' MN AND 1f MAX FROM SILL PLATE REND OR FROM A NOTCH WATER THAN 1/2 THE WADTH
<br />OF THE PLATE, A MINIMUM OF 1 3/4' FROM CONCRETE EDGE, AND SPACED AT 24' O.C. MAX
<br />1. SILL PATES SHALL BE TREATED WITH DISODIIM OCTABORATE 1EIRAHYDRATE (DOT) (NER 640) OR ANOTHER LOW
<br />COROSIVE CHEMICAL TREATMENT.
<br />12. DO NOT NOTCH OR BORE DIRGE HOLE AT JOISTS, RAFTERS, BEAMS OR PLATES, UNLESS NOTED OTHERWISE. OBTAIN
<br />APPROVAL FROM ENGINEER FOR NOTCHES AND HOLES NOT DETAILED.
<br />11 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 />THIS NOTE IS TO DESCRIBE ALTERNATIVES TO MITIGATE FOR CASING #5 REBAR VERTICAL REIFORCING AT AN INCORRECT LOCATION.
<br />IF THE WAIL HAS NOT BEEN BUILT. DRILL A r DUL HOLE 6' DEEP INTO THE THICKENED EDGE OF THE SLAB AT THE CORRECT
<br />LOCATION. EPDXY A 36' LONG J5 REBAR WITH SIMPSON TYPE 'SET' EPDXY INTO THE MILLED HOLE FOLLOW THE MANUFACTURER'S
<br />REQUIREMENTS REGARDING CLEANING THE HOLE AND MD(NG THE EPDXY. AS THE WALL IS BUILT LAP REBAR PER REINFORCING STEEL
<br />SCHEDULE (N GENERAL NOTES) AND BEND VERTICAL BAR 90 DEGREES TO ACHIEVE A 12' LONG LAP WITH THE CONTNNRIOUS REBAR N
<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' MADE AT
<br />THE FLOOR. DRILL HOLE AND INSTALL A 3f LONG REBAR AS DESCRIBED ABOVE LAP VERTICAL STEEL AS DESCRIBED ABOVE INTO TIE
<br />OR BOND BEAM.
<br />FORM WALL AND POUR DOWNPOUR SOLI) WITH GROUT AS SPECIFIED.
<br />2. MISSING OR MISPLACED ANCHOR BOLT (ALTERNATE BOLTING FOR WOOD SOLE PLATES).
<br />THIS NOTE IS TO DESCRY ALTERNATES TO ANCHOR BOLTS N 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 )f BOLTS AND 3-)' FOR V AND X47 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 IV).
<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 TIN 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 BONG 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/T 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 11MGH BOTH PLYS OF MATERIAL (I.E. 3' NAIS). WHEN GAP IS
<br />OUTER THAN 1 t/f, 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 OVERIi MING THE SLAB BETWEEN )f 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 Jf, CONTACT THE E.O.R. FOR REPAIR.
<br />i 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/80RD 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 -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-SOS1.5 WITH (12)-1/49A-1/2'
<br />SDS SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-'r' SDS3 WITH (12)-1/4x3'SDS SCREWS, WHERE''CORRESPONDS TO THE
<br />NUMBER OF STUDS IN THE MULII-PLY.
<br />6. NOTCHED TOP/BOTTOM PLATES
<br />a FOR PLUMBING/MECHANICAL UTILITIES
<br />A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% BE THE PLATE WIDTH IS REMOVED FOR PIPING (EXCEPT WHEN THE SIDE
<br />OF THE WALL WITH THE NOTCH OR CUT S 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'W1DE 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-KYOND THE PIPE ON EACH SIDE).
<br />b. FOR HVAC UTUTIES
<br />REPAIR IS THE SAME AS MENTIONED ABOVE FOR PLUMBING/MECHANICAL UTUES EXCEPT WHEN THE ENTIRE PLATE IS REMOVED
<br />FOR DUCTWORK A 16-GAUGE METAL TIE SHOULD BE INSTALLED ON BOTH SIDES OF THE OUT 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, 5/8'MINIMUM EXTERIOR
<br />GRADE SOFFIT BOARD WITH A CEMENTITIOUS KNOCKDOWN FISH 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 AID ALL ENDS BLOCKED PER MANUFACTURER SPEC AND GYPSUM ASSOCIATION 216 (GA-216) INSTALLATION GUIDELINES THIS
<br />APPLICATION WOULD BE IN COMPLIANCE WITHR703.1.
<br />2. SOFFIT, OTHER THAN THE EXIERICR 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 YOUTH R703 AND R704. ALL VINYL SOFFIT SHALL COMPLY WITH THE
<br />MANUFACTURER'S INSTALLATION INSTRUCTIONS AND R704.
<br />Ic
<br />valu fiase '1W a11a .
<br />Roof Pressures Wall & Soffit Pressures
<br />Zone 1 Zone 2 Zone 3 Zane 4 Zone 5
<br />"7
<br />19.2 -34.4 N/A to 727-47.5 25.8 -27.8 25.8 -34.4
<br />Zone 2e Zane 3e
<br />19.2 -47.5 N/A N/A
<br />Zone 2n Zone 3r
<br />NA NA NA NA
<br />3
<br />Zone 2r
<br />19.2 -47.5
<br />DESIGN PRESSURE CALLS
<br />Positive
<br />Width Height Effective; Pressure Pressurg
<br />r- ,
<br />MW
<br />WTI$
<br />®®�MWI
<br />MW
<br />DESIGN PRESSURES SHOWN ARE MINIMUM ALLOWABLE
<br />VALUES VALUES ARE TO BE INCREASED AS
<br />REQUIRED BY MORE STRINGENT LOCAL REQUIREMENTS
<br />C.O.A# ARCHITECTURE:
<br />AA26002802
<br />C.O.A.# ENGINEERING:
<br />29349
<br />E BENJAMIN NIESE, PE
<br />P.E.# 86025
<br />O IAN MCCULLOUGH, PE
<br />P.E.# 80956
<br />08/04/2021
<br />DATE ``, p►1111 ! '/'
<br />�y No.860
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<br />RODUCT MANAGER
<br />RELEASE
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<br />XX
<br />PROJECT TYPE
<br />Single Family
<br />SPEOFICATION LEVEL
<br />Nte
<br />PLAN NAME
<br />Spruce
<br />NPC MILID NUMBER
<br />2116.501
<br />SHEET
<br />Sol
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