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<br />A. GENERAL:
<br />1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE 7th 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 DEMATIONS 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 NOflFICATION BY BUILDER WITHIN 48-HDURS 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-POSITIVENL06: POSITIVE PLACEMENT NAIL APPUCATIONS WITH PASLODE FASTENERS.
<br />B. DESIGN CRITERIA:
<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 WTH 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 />8� DOWELS BETWEEN FOOTINGS AND WALLS DR 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 />m
<br />TOLERANCE ON d
<br />TOLERANCE ON SPECIFIED
<br />CONCRETE COVER
<br />d,(--8 in
<br />3/13'
<br />-3/8"
<br />d>=8 in
<br />1/2'
<br />-1/2
<br />I--
<br />ROOF DEAD LOADS
<br />TOLERANCE FOR LONGITUDINAL LOCATION PLACEMENT OF BENDS AND ENDS OF REINFORCEMENT SHALL BE +/- 2-
<br />METAL ROOF TC DEAD LOADS ---------- - ---------- 10.0 PSF
<br />SHINGLE ROOF TC DEAD LOADS - ----------- 7.0 PSF
<br />G. WOOD FRAMING:
<br />TILE ROOF TC DEAD LOADS -------- - 15,0 PSF
<br />ROOF BC DEAD LOADS 10.0 PSF
<br />1. FRAMING LUMBER SHALL BE SURFACE DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT. ALLOWABLE STRESS REQUIREMENTS OF ALL
<br />--- - ------- - -
<br />WOOD MEMBERS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE NDS.
<br />ROOF LIVE LOADS
<br />2� EXTERIOR WALL LUMBER, U.N.O. ON THE PLANS, 2x4 (MIN) SPF OR SP NUMBER 2 OR BETTER @ 16" 0,C. FOR WALLS T-5' OR LESS,
<br />TC LIVE LOAD -- - ----------------------- 20�O PSF (REDUCIBLE)
<br />BC LIVE LOAD w/o STORAGE 10,0 PSF
<br />1 INTERIOR LOAD BEARING WALLS SHALL BE 2x4 SPF OR SP NUMBER 2 OR BETTER @ 16" D.C. MAX. (U.N.O.).
<br />BC LIVE LOAD w/ STORAGE 20.0 PSF
<br />k INTERIOR NON -LOAD BEARING WALLS SHALL BE 2x4 SPF, SP, OR METAL STUDS 0 24" O.C. MAX.
<br />FLOOR DEAD LOADS 11.0 PSF
<br />5. LUMBER IN CONTACT NTH GROUND, CONCRETE, OR MASONRY SHALL BE SOUTHERN PINE PRESSURE TREATED.
<br />WOOD FRAMED DEAD LOAD----- 11.0 PSF
<br />6. HEADER FRAMING:
<br />FLOOR LIVE LOADS - --------- - ---- - --------- - 40.0 PSF (REDUCIBLE)
<br />a,) HEADER SIZES SPECIFIED ON SCHEDULES AND/aR PLANS ARE MINIMUM REQUIREMENTS AND CAN BE UPGRADED TO LARGER
<br />BALCONY DEAD LOAD 15.0 PSF
<br />SIZE OF SAME SPECIES, GRADE AND PLY COUNT.
<br />BALCONY LIVE LOAD 60.0 PSF
<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 />EXTERIOR WD WALL ----- 18.0 PSF
<br />c.) FOR 2x6 STUD WALL PRDMDE: (1) 26 KING STUD AND (1) 2x6 TRIMMER AT EACH END OF (3) PLY HEADER, U.N.O.
<br />INTERIOR WD WALL 7.0 PSF
<br />7� STUD COLUMNS UNDER BEARING POINTS OF GIRDER TRUSSES OR BEAMS SHALL MATCH PLY COUNT NTH V TOLERANCE (2-PLY MIN),
<br />STAIRS/LANDING --- - ---------------------- - 40.0 PSF
<br />UNLESS NOTED OTHERWISE. AT MULTIPLE 2x STUDS OR TRIMMERS, USE FACE NAIL 16d G.N. AT B" O,C, FOR EACH, U.NO.
<br />WIND SPEED PER ASCE 7-16 140 MPH
<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 />(THE NOMINAL WIND SPEED SHOWN HAS BEEN BASED ON LINEAR INTERPOLATION OF THE SITE LOCATION)
<br />PLATE CHANCES FROM 2X4 TO 2X6 IN LIEU OF ANY CONNECTING STRAP CALLED OUT ON PLAN.
<br />INTERNAL PRESSURE COEFFICIENT +/- 0.18 (FULLY ENCLOSED STRUCTURE)
<br />9. ALL BEAMS AND HEADERS, DIMENSIONAL AND ENGINEERED WOOD, SHALL BE A MINIMUM OF (2) PLY UNLESS NOTED OTHERWISE.
<br />RISK CATEGORY 11
<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 />EXPOSURE '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-TD-WOOD CONNECTIONS. COMMON NAILS AS SHOWN IN THE ABBREVIATIONS ON THIS PAGE
<br />2.
<br />ALL GUARDRAILS AND HANDRAILS SHALL MEET THE MINIMUM CODE REQUIREMENT WITHSTANDING A
<br />SHALL BE USED FOR METAL -TO -WOOD CONNECTIONS.
<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 I SQUARE FOOT. THESE LOADS ARE TO BE
<br />H.
<br />PREFABRICATED WOOD TRUSSES:
<br />EVALUATED INDEPENDENTLY AND ARE NOT ASSUMED TO ACT CONCURRENTLY WTH ANY OTHER LIVE LOAD.
<br />1,
<br />THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. THESE ARE PRELIMINARY LAYOUT USED ONLY TO DEPICT THE
<br />DEFLECTION OF THIS GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE INTERNATIONAL CODE COUNCIL
<br />TRUSS CONNECTORS THAT DO NOT MEET THE SPECIFICATIONS OF THE TYPICAL CONNECTOR AS SHOWN IN THE TRUSS LEGEND. LAYOUTS,
<br />EVALUATION SERVICES (ICC-ES) AC273 - ACCEPTANCE CRITERIA FOR HANDRAILS AND GUARDS.
<br />TRUSS UPLIFTS, TRUSS REACTIONS, PLY COUNTS AND IRUSS-TO-TRUSS CONNECTIONS ARE TO BE PROVIDED BY THE DELEGATED ROOF AND
<br />FLOOR SYSTEM ENGINEER,
<br />C,
<br />FOUNDATION:
<br />2.
<br />TOP PLATE HEIGHTS MAY VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS FOR BEARING HEIGHTS.
<br />1.
<br />FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF THE
<br />3,
<br />TRUSS SPACING SHALL BE 24' RC. MAX. UNLESS OTHERWISE NOTED, CONWNTIONAL FRAMING SHALL BE 16' (INCHES) O.C, MAX, OR AS
<br />CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING CAPACITY OF 2000 PSF. IS PRESENT PRIOR TO FOOTING
<br />OTHERWISE NOTED.
<br />PLACEMENT,
<br />4.
<br />FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON -BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED.
<br />2.
<br />ALL FILL SHALL BE CLEAN AND COMPACTED TO 95% BY HEAVY VIBRATORY ROLLER IN MAXIMUM UFTS OF 8". CONFORM TO
<br />5.
<br />AUGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FROM FLOOR TO CEILING.
<br />ASTM D 1557,
<br />6.
<br />PROVIDE BRACING AND BLOCKING PER BCSI-B3 IN ADDITION TO BRACING AND BLOCKING SHOWN ON TRUSS LAYOUTS PROVIDED BY THE
<br />3.
<br />GRADING, SOIL PREPARATION AND FOUNDATION CONSTRUCTION SHALL COMPLY NTH THE REQUIREMENTS OF THE
<br />7.
<br />DELEGATED TRUSS SYSTEM ENGINEER.
<br />PROVIDE 30 LB, FELT PAPER OR OTHER MOISTURE BARRIER AT ALL CONTACI POINTS BETWEEN TRUSS /NON P.T. WOOD AND MASONRY.
<br />GEOTECHNICAL REPORT AND THE BUILDING CODES NOTED ON THIS SHEET.
<br />4.
<br />FOOTING BACKRILL AND UTILITY TRENCH BACKHLL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
<br />&
<br />ROOF TRUSS TOP & BOTTOM CORD SHALL BE SOUTHERN YELLOW PINE (SP). THE GRADE SHALL BE DETERMINED BY THE DELEGATED
<br />PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE PERMITTED.
<br />TRUSS ENGINEER.
<br />5.
<br />ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.
<br />9.
<br />ALL TRUSS-TD-TRUSS CONNECTIONS, BOTH GRAVITY AND UPLIFT, ARE DELEGATED TO THE TRUSS SYSTEM ENGINEER AND CALLED FOR ON
<br />6.
<br />PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6' AND SEALED.
<br />THE MANUFACTURER'S LAYOUTS.
<br />D,
<br />CONCRETE:
<br />1.
<br />ANCHORAGE:
<br />1.
<br />CONCRETE SHALL CONFORM TO THE "BUILDING REQUIREMENTS FOR REINFORCED CONCRETE� (ACI 318 LATEST EDITION) WITH
<br />t
<br />SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED LUMBER. CAST -IN -PLACE BOLTS
<br />MODIFICATIONS AS NOTED IN THE DRAWINGS AND SPECIFICATIONS.
<br />SHALL BE 1/2' DIA., EMBEDDED 7-. USE 10" LONG ANCHOR BOLTS AT 2x PLATE UNLESS OTHERWISE NOTED. ANCHOR
<br />2.
<br />DESIGN BASED ON 2500 PSI, 28-DAY STRENGTH, UNLESS OTHERWISE NOTED.
<br />BOLTS SHALL BE FULL BODY AND HAVE CUT THREADS DR NOMINAL DIAMETER NTH ROLLED THREADS. 3"x3'xO.229' PLATE
<br />3.
<br />PROTECTION COVER (CLEAR) SHALL BE AS FOLLOWS (U.N,O,):
<br />WASHERS.
<br />a, CONCRETE PLACED DIRECTLY AGAINST EARTH - 3 INCHES CLEAR
<br />1
<br />EXPANSION ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 3552 AND ]CC -ES AC19J. PRE -APPROVED
<br />b, STRUCTURAL SLABS ON GROUND - 1 1/2 INCHES CLEAR
<br />EXPANSION ANCHORS SHALL BE: SIMPSON 'STRONG -BOLT 2'.
<br />c� FORMED CONCRETE WITH EARTH BACK FILL - 2 INCHES CLEAR
<br />1
<br />SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355,2 AND ICC-ES AC193. PRE -APPROVED
<br />d. WWM USED IN SLABS SHALL BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURER IN THE
<br />SCREW ANCHORS SHALL BE: SIMPSON `TITEN HD7. CAN ONLY BE INSTALLED IN DRY, INTERIOR OR NON -CORROSIVE
<br />MIDDLE TO UPPER Y3 OF SLAB AT 3-FT SPACING OR IN ACCORDANCE w/MANUFACTURFR'S SPECIFICATIONS
<br />ENMRDNMENTS, NOT FOR EXTERIOR EXPOSED APPLICATIONS.
<br />7.
<br />ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
<br />4.
<br />ADHESIVE ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.4 AND ICC-ES AC308. PRE -APPROVED
<br />PLACING CONCRETE
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON 'SET-XP' OR SIMPSON 'AT-XP'. SIMPSON 'AT-XP' MAY BE SUBSTITUTED FOR
<br />8.
<br />PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLAaNG. DO NOT CUT ANY
<br />SIMPSON 'SET-XP',
<br />REINFORCING WHICH MAY CONFLICT.
<br />5,
<br />ANCHORS FOR INTERIOR NDN-SHEAR WALLS EXPERIENCIING ONLY GRAVITY FORCES ARE AS FOLLOWS:
<br />9,
<br />CONCRETE PLACEMENT SHALL BE PER RECOMMENDATIONS IN ACI 614, ACI 301, ACI 318 & ACI 332.
<br />a) POWDER -ACTUATED FASTENERS IN CONCRETE SHAL MEET THE REQUIREMENTS OF ICC-ES AC70. PRE -APPROVED
<br />10,
<br />SLABS ARE DESIGNED AS UNREINFORCED PLAIN CONCRETE SLABS ON GROUND.
<br />POWDER-ACTUATEO FASTENERS SHALL BE: SIMPSON "WDER-ACTUATED FASTENERS'.
<br />11.
<br />ONE OF THE FOLLOWING METHODS OF CRACK CONTROL SHALL BE USED:
<br />b) SCREW FASTENERS IN CONCRETE SHALL MEET THE REQUIREMENTS OF AGI 355.2 AND ICC-ES AC193. PRE -APPROVED
<br />a.) CONTRACTION JOINTS. IF CONTRACTION JOINTS ARE USED, THEY SHALL BE CUT OR TOOLED IN THE SLAB A MINIMUM
<br />CONCRETE SCREWS SHALL BE: SIMPSON 'TITEN SCREWS'.
<br />OF 1". ALL SAW CUTS ARE TO BE MADE WITHIN 24 HOURS OF THE CONCRETE PLACEMENT.
<br />6.
<br />ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MEET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
<br />CONTRACTION JOINTS IN A 3.5" SLAB SHALL BE PLACED NO MORE THAN 8-FEET APART IN BOTH DIRECTIONS
<br />ADHESIVE ANCHORS SHALL BE: SIMPSON 'SET'.
<br />CONTRACTION JOINTS IN A 4.0' SLAB SHALL BE PLACED NO MORE THAN 10-FEET APART IN BOTH DIRECTIONS
<br />7�
<br />INSTALL ALL POST-IN5TALLED ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
<br />b.) 66 WI.4xW1.4 WELDED WIRE REINFORCEMENT FABRIC (WN).
<br />INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL.
<br />c.) MICRO- OR MACRO-SYNTHECTIC FIBER REINFORCEMENT.
<br />8.
<br />PRE -APPROVED SUBTITUTIONS FOR 1/2' DIA. CAST -IN -PLACE ANCHOR BOLTS AT INTERIOR WALLS ARE AS FOLLOWS:
<br />FIBER LENGTHS SHALL BE Y2' TO 2 X IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 035 TO 3.0 POUNDS IN
<br />a) 1/2" DIA. SIMPSON 'STRONG -BOLT 2'W/ MIN. 2 3/4' EMBEDMENT DEPTH AND 4!EOGE DISTANCE
<br />ACCORDANCE WITH THE MANUFACTURWS RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM
<br />b) 1/2" DIA. SIMPSON 'TITEN HD'W/ MIN. 3 1/4' EMBEDMENT DEPTH AND I 3/4'EDGE DISTANCE.
<br />C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE NTH ASTM C1116 WEN
<br />c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALUNG ALL OTHER
<br />REQUESTED BY THE BUILDING OFFICIAL
<br />POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
<br />9.
<br />PRE -APPROVED SUBTITUTIONS FOR 1/2" DIA. CAST -IN -PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
<br />E.
<br />MASONRY WALL CONSTRUCTION:
<br />a) 1/2" DIA. SIMPSON `TITEN HD'W/ MIN. 3 1/4' EMBEDMENT DEPTH AND 1 3/4'EDGE DISTANCE.
<br />b) SET-XP EPDXY wl 4' EMBEDMENT AN 112" DIA, F1554 GR, 36 ATR W/ NUT & WASHER.
<br />1.
<br />MASONRY CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF TMS 402 & 602 / ACI 530 & 5ml / ASCE 5 & 6.
<br />c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING ALL OTHER
<br />2.
<br />MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE 11 MASONRY WITH UNIT STRENGTH OF 1,900 psi
<br />POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS,
<br />ON THE NET AREA (fm = 1,500 psi). UNITS SHALL BE NORMAL WEIGHT, B" x 8" x 16', TWO HOLE, SQUARE END BLOCKS UNLESS NOTED
<br />10,
<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 />OTHERWISE UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
<br />OF THE PLATE, A MINIMUM OF 1 3/4� FROM CONCRETE EDGE, AND SPACED AT 2�' O.C. MAX.
<br />3.
<br />ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE "S' OR `M',
<br />11,
<br />SILL PLATES SHALL BE TREATED NTH DISODIUM OCTABORATE TETRAHYDRATE (DOT) (NER 648) OR ANOTHER LOW
<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 />CORROSIVE CHEMICAL TREATMENT.
<br />2500 PSI.
<br />11
<br />DO NOT NOTCH OR BORE LARGE HOLE AT JOISTS, RAFTERS, BEAMS OR PLATES, UNLESS NOTED OTHERWISE. OBTAIN
<br />5.
<br />VERTICAL REINFORCEMENT SHALL BE AS NOTED DN THE DRAWINGS, WITH FILLED CELLS FILLED WITH COURSE GROUT.
<br />APPROVAL FROM ENGINEER FOR NOTCHES AND HOLES NOT DETAILED.
<br />E
<br />VERTICAL REINFORCEMENT SHALL BE HELD IN PaSITIDN AT THE TOP AND THE BOTTOM AND AT A MAXIMUM SPACING OF 8'-0' U.N,O,
<br />13,
<br />BOLT HOLES SHALL BE 1/16" MAXIMUM LARGER THAN THE BOLT SIZE. USE STANDARD CUT WASHERS UNDER BOLT HEADS
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERWISE NOTED.
<br />OR NUTS AGAINST WOOD.
<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 />CONNECTION HARDWARE SHALL BE SIMPSON STRDNG-TE.
<br />8.
<br />ALL MASONRY UNITS SHALL BE LAID IN RUNNING BOND U.N,a.
<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 />WOOD STRUCTURAL SHEATHING:
<br />10.
<br />VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) #5 BAR LAPPED AND TED TO THE FOUNDATION DOWEL, AND A STANDARD AU
<br />-
<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 />SEE STRUCTURAL DETAILS FOR SIZES AND TYPES OF SHEATHING.
<br />REINFORCING STEEL MINIMUM REQUIREMENTS
<br />BAR SIZE
<br />MINIMUM LAP
<br />MINIMUM BEND OIA.
<br />MINIMUM ACI HOOK
<br />14
<br />20 1)
<br />3.
<br />10,
<br />#5
<br />25"
<br />3-3/4"
<br />101,
<br />J6
<br />34
<br />4-1/2*
<br />11
<br />#7
<br />42
<br />5-1/4,
<br />1311
<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 NTH GROUT AS SPECIFIED.
<br />2, MISSNG OR MISPLACED ANCHOR BOLT (ALTERNATE BOLTING FOR WOOD SOLE PLATES),
<br />THIS NOTE IS TO DESMBE 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 />)/- r 3/t D , I E
<br />MANUFACTURER, OR IS AT LEAST 2-Vt' FROM ANY EDGE FOR r2 BOLTS AND 3- 2 FOR 8 AND - B LTS H N 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 r2 x 6", OR AS REQUIRED ON THE DRAWNGS. 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 1 112" 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. S' NAILS). MEN 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 V DR LESS, NO REPAIR IS NECESSARY.
<br />4.2 FOR BLOCK OVERHANGING THE SLAB BETWEEN ra AND 1 Y2, GROUT THE BOTTOM 3 COURSES OF IN AFFECTED AREA OF WALL.
<br />4,3 FOR BLOCK OVERHANGING THE SLAB BY MORE THAN 1 Y2', CONTACT THE E.O.R. FOR REPAIR.
<br />5, NOTCHED STUDS IN WALLS
<br />STRUCTURAL REPAIR IS REQUIRED AT STUDS MEN A STUD IS NOTCHED TO A DEPTH GREATER THAN 25% OF THE WIDTH IN DEARING
<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 OR 2-3/16-FOR A 2X6 STUD), OR 60% OF THE STUD WOTH IN NON -BEARING
<br />WALLS (2-1/8-FOR A 2X4 STUD OR 3-5/16-FDR 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 HS52-SDS1.5 WITH (12)-1/+ffx1-1/2v
<br />SDS SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-'f-SDS3 WITH (12)-1/4N3'SDS SCREWS, WHERE TCORRESPONDS TO THE
<br />NUMBER OF STUDS IN THE MULTI -PLY.
<br />6. NOTCHED TOP/BOTTOM PLATES
<br />FOR PLUMBING/MECHANICAL UTILITIES
<br />A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS REMOVED FOR PIPING (EXCEPT MEN THE SIDI
<br />OF THE WALL NTH THE NOTCH OR CUT 15 COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT
<br />THROUGH, THE REQUIRED REPAIR IS A GALVANIZED 16-CAUGE 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/gFiOW IT (OR AS AN APPROVED ALTERNATE, A STEEL PRDTFCTIVE PLATE NOT LESS THAN 18 GAUGE THAT
<br />EXTENDS 1-1/2-GEYOND 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-CAUGE METAL TIE SHOULD BE INSTALLED ON BOTH SIDES OF THE CUT PLATE. WHERE THE TOP PLATE
<br />HAS BEEN REMOVED FROM TWO (2) CONSECUTIVE SAYS, A 3- WIDE STRAP THAT SPANS BOTH DAYS IS REQUIRED (EX.
<br />MSTC52)
<br />L. JURISDICTION SPECIFIC INFORMATION:
<br />t FOR ALL PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO, LANAIS, PORCHES AND BALCONIES, 5/8-MINIMUM EXTERIOR
<br />GRADE SOFFIT BOARD WITH A CEMENTITIDUS KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
<br />REQUIREMENTS OF ASTM 0932 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- 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 />DESIGN PRESSURE CALCS
<br />Desciptign
<br />Width Height �fffective.
<br />Ift) !Amiff_211
<br />X
<br />1131MVf
<br />mr "#I*-,#
<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 />PLYWO
<br />= PLYWOOD
<br />B.
<br />OSEI =
<br />ORIENTED STRAND BOARD
<br />C.
<br />NAILING:
<br />C.A.
<br />8d
<br />COMMON NAIL
<br />C�B.
<br />10d
<br />COMMON NAIL
<br />C�C.
<br />12d
<br />COMMON NAIL
<br />C.D.
<br />16d
<br />0.135" x 3 1/2" GUN NAIL
<br />C.E.
<br />EN
<br />EDGE NAILING
<br />C,F,
<br />FN
<br />FIELD NAILING
<br />C�G.
<br />SN
<br />SIDE NAILING
<br />C.H.
<br />BN
<br />BOUNDARY NAILING
<br />Cl
<br />BF =
<br />BOUNDARY FASTENING
<br />1
<br />AB =
<br />ANCHOR BOLT
<br />E.
<br />CMU=
<br />CONCRETE MASONRY UNIT
<br />F.
<br />CONC
<br />= CONCRETE
<br />G.
<br />DIA =
<br />DIAMETER
<br />H�
<br />DTL =
<br />DETAIL
<br />1.
<br />FND =
<br />FOUNDATION
<br />J,
<br />MAX =
<br />MAXIMUM
<br />K�
<br />MIN
<br />MINIMUM
<br />L
<br />O.C.
<br />ON CENTER
<br />M.
<br />SP
<br />SOUTHERN PINE
<br />N.
<br />SPF
<br />SPRUCE PINE FIR
<br />O�
<br />TYP
<br />TYPICAL
<br />P.
<br />UN.D.
<br />UNLESS NOTED OTHERWISE
<br />Q�
<br />I.L.O.
<br />IN LIEU OF
<br />R�
<br />w/ =
<br />WITH
<br />S.
<br />WD =
<br />WOOD
<br />T,
<br />EE �
<br />EACH END
<br />U.
<br />HDR =
<br />HEADER
<br />V.
<br />J � OPENING
<br />JACK STUD
<br />W.
<br />K = OPENING KING STUD
<br />X.
<br />SIM
<br />SIMILAR
<br />Y.
<br />ATR
<br />ALL THREADED ROD
<br />Z,
<br />S.C.
<br />SAW CUTS
<br />AA,
<br />CA.
<br />CONTRACTION JOINT
<br />AB.
<br />DEN
<br />DOUBLE EDGE NAILING
<br />AC,
<br />COL
<br />COLUMN
<br />Al
<br />REIN
<br />REINFORCEMENT
<br />AE�
<br />PLT
<br />PLATE
<br />AF,
<br />CANT.
<br />= CAN1`ILEVER
<br />AG�
<br />SC =
<br />BUILT-UP STUD COLUMN
<br />AH.
<br />MANUF.
<br />= MANUFACTURER
<br />CD
<br />S2
<br />�5
<br />OL
<br />(D
<br />(::) c:>
<br />0
<br />co
<br />Q)
<br />41
<br />00
<br />4.1
<br />u
<br />e rIIIIIIIIIIII Q) 7:1
<br />0
<br />H
<br />cf)
<br />P
<br />0 ul)
<br />uo ;5
<br />9 X
<br />c
<br />F3
<br />00
<br />7:11
<br />u
<br />PRODUCT MANAGER
<br />RELEASE
<br />DATE: #04iwm_
<br />REW
<br />I DATEASCIFIO
<br />PROJECT T`YPE
<br />Single Famfly
<br />SPECIFICATION
<br />Pulte
<br />Fieldstone ..........
<br />E
<br />CPO.A# ARCHITECTURE:
<br />AA26002802
<br />C.O.A.# ENGINEERING:
<br />29349
<br />PLAN NAME
<br />NPC CHIM NU ER
<br />2811.500
<br />0 BENJAMIN NIESE, PE
<br />P.E.# 86025
<br />El IAN MCCULLOUGH, PE TATE 0
<br />P.E.# 80956
<br />08/30/2021
<br />INA1.
<br />DATE SIGNED I I I I I IV\\
<br />SHEET
<br />SO.1
<br />
|