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S.0 STRUCTURAL GENERAL NOTES
<br />FATENING SCHEDULE
<br />S1.0 JADU
<br /> FOUNDATION PLAN
<br />ROOF FRAMING PLAN
<br />SD1 STRUCTURAL AND
<br />FOUNDATION DETAILS
<br />1.ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2022 CALIFORNIA
<br />RESIDENTIAL CODES AND ALL AMENDMENTS AND LOCAL, COUNTY, STATE AND FEDERAL
<br />REGULATIONS.
<br />2.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND
<br />SHALL CHECK ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO BID AND SIGNING
<br />OF CONTRACT. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE
<br />ARCHITECT AND ENGINEER AND BE RESOLVED IN WRITING BEFORE PROCCEDING WITH
<br />THE WORK.
<br />3.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB EXCEPT
<br />WHERE THEY ARE IN CONFLICT WITH DETAILS AND NOTES ON OTHER DOCUMENTSA THE
<br />MORE STRICT CONDITION APPLIES SUBJECT TO REVIEW BY THE ENGINEER.
<br />4.ALL INFORMATION SHOWN ON THE PLANS RELATIVE TO EXISTING CONDITION WERE
<br />CAREFULLY TAKEN IN THE FIELD BUT WITHOUT GUARANTEE OF ACCURACY. WHERE
<br />ACTUAL CONDITIONS ARE IN CONFLICT WITH THE PLANS, THEY SHALL BE REPORTED TO
<br />THE ENGINEER SO THAT PROPER CHANGES CAN BE MADE.
<br />5.REQUIRED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND THE BUILDING
<br />DEPARTMENT FOR REVIEW.
<br />6.MODIFICATION OF STRUCTURAL PLANS AND MATERIAL SUBSTITUTIONS SHALL NOT BE
<br />DONE WITHOUT WRITTEN APPROVAL OF THE ENGINEER.
<br />7.THE APPROVED PLANS AND SPECIFICATIONS REPRESENT THE FINISH STRUCTURE AND
<br />DO NOT INCLUDE THE METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
<br />AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION
<br />METHODS, MEANS, TECHNIQUES, SEQUENCES AND PROCEDURES INCLUDING BUT NOT
<br />LIMITED TO SHORING, INSURANCE, FENCING, CONSTRUCT/ON CANOPY, SCAFFOLDING ETC.
<br />FIELD OBSERVATIONS BY THE ENGINEER SHALL NOT BE CONSIDERED AS INSPECTIONS
<br />AS REQUIRED BY THE CODE.
<br />8.REFER TO THE ARCHITECTURAL PLANS FOR DIMENSIONS, OPENINGS, LAYOUT ETC.
<br />A.ENCLOSED USABLE SPACE UNDER STAIRWAY REQUIRES ONE HOUR CONSTRUCTION ON
<br />ENCLOSED SIDE
<br />1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING MINIMUM
<br />GRADES:
<br />A. 2X FRAMING INCLUDING PLATES AND STUDS NO. 2
<br />B. 4X BEAMS AND HEADERS UP TO 4X10 NO. 2
<br />C. LARGER THAN 4X10 AND POSTS NO. 1
<br />D. 6X AND LARGER BEAMS NO. 1
<br />2.STRUCTURE PANELS SHALL BE DOUGLAS FIR CONFORMING TO U.S. PRODUCT STANDARD
<br />PSA1AA5 CD WITH EXTERIOR GLUE, AND SHALL BEAR THE STAMP OF AN APPROVED
<br />FABRICATOR.
<br />3.INSTALLATION OF VERTICAL AND HORIONTAL SHEATHING SHALL FIRST BE APPROVED
<br />BY THE INSPECTOR PRIOR TO COVERING.
<br />4.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN
<br />ON APPROVED PLANS.
<br />5.MAXIMUM MOISTURE CONTENT OF ALL NUMBER SHALL BE 1AA.
<br />6.BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1116 INCH UNLESS NOTED
<br />OTHERWISE. PROVIDE WASHERS UNDER HEAD AND NUTS OF BOLTS AND LAG SCREWS.
<br />7.FRAMING CONNECTIONS SHALL BE ASIMPSON STRONGATIEA.
<br />8.THE NUMBER OF NAILS CONNECTING LUMBER SHALL NOT BE LESS THAN THE MINIMUM
<br />REQUIRED ON CRC R602.3(1).
<br />AI ALL NAILS USED ON STRUCTURAL PANELS SHALL BE COMMON NAILS.
<br />10.PROVIDE CONTINUOUS EDGE SUPPORT ALONG TOP AND BOTTOM OF 2X14 JOISTS.
<br />11.BUILTAUP FRAMING MEMBERS SHALL BE CONNECTED AS FOLLOWS:
<br />A.2A2X 16D AT 12A O.C. STAGGERED TOP AND BOTTOM.
<br />B.3A2X 518A DIA. M.B. AT 18A O.C. STAGGERED TOP AND BOTTOM.
<br />C.4A2X 518A DIA. M.B. AT 18A O.C. STAGGERED TOP AND BOTTOM.
<br />12.PROVIDE DOUBLE JOISTS UNDER PARALLEL PARTITIONS.
<br />13.PROVIDE SOLID BLOCKING UNDER ALL NONAPARALLEL PARTITIONS.
<br />14.INSTALL LAG BOLTS BY DRILLING LEAD HOLE 65A TO 75A OF SHANK DIAMETER AND FULL
<br />DIAMETER FOR SHANK PORTION. USE SOAP OR OTHER APPROVED LUBRICANT ON
<br />THREADS. INSTALLATION SHALL BE BY TIGHTENING OF SCREW NOT BY HAMMERING.
<br />15.TRUSS JOISTS SHOP DRAWINGS SHALL BE PROVIDED BY THE SUPPLIER AND SUBMITTED
<br />TO THE BULIDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION.
<br />16.SHOP DRAWINGS SHALL BE STAMPED AND WET SIGNED BY A LICENSED ENGINEER.
<br />17.DOUBLE TOP PLATES WITH END JOINTS OFFSET BY 48A MIN. FOR STUD WALL
<br />18.ALL INTERIOR NON A SHEAR WALLS TO BE SECURED WITH ICCAERS APPROVED SHO T
<br />PINS WITH CADMIUM WASHERS AT 32A O.C. PER MANUF. SPECS U.N.O. PROVIDE ANCHOR
<br />6A FROM ALL CORNERS AND SPLICED.
<br />1.GLUE LAMINATED BEAMS SHALL BE PER CBC (A/TC A 1A0.1 & ASTM 3737) AND AMERICAN
<br />INSTITUTE OF TIMBER
<br />CONSTRUCTION 117. COMBINATION SYMBOLS SHALL BE AS FOLLOWS:
<br />A) 24FAV4 DF/DF FOR SIMPLE BEAMS
<br />B)24FAV8 DF/DF FOR CANTILEVERED BEAMS
<br />2.PARALLAM BEAMS SHALL BE 2.0E PSL I LEVEL, ICC ESRA 1387
<br />3.MICROLAM BEAMS SHALL BE 2.0E LVL
<br />4.LAMINATED BEAMS SHALL BE FABRICATED BY A LICENSED FABRICATOR AND SHALL BE
<br />ACCOMPANIED TO
<br />5.THE JOB SITE WITH CERTIFICATE OF FABRICATION.
<br />SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW
<br />PRIOR TO FABRICATION.
<br />1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO
<br />A.S. T.M. AA36 AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE
<br />A.I.S.C. SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL
<br />STEEL FOR BUILDING, LA TEST EDITION.
<br />2.PIPE COLUMNS SHALL CONFORM TO A.S. T.M. AA53 GRADE B.
<br />3.TUBULAR STEEL SHALL CONFORM TO A.S. T.M. A500 GRADE B.
<br />4.BOLTS SHALL CONFORM TO A.S. T.M. AA307 UNLESS NOTED OTHERWISE.
<br />5.SHOP DRAWING SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER AND BUILDING
<br />DEPARTMENT FOR
<br />REVIEW PRIOR TO FABRICATION.
<br />6.FABRICATION SHALL BE DONE IN THE SHOP OF LICENSED FABRICATORS.
<br />7.USE ELECTRIC ARC PROCESS WELDING WITH E70XX ELECTRODES.
<br />8.ALL WELDING SHALL BE DONE IN THE SHOP OF LICENSED FABRICATOR OR PROVIDE
<br />CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY
<br />A.INSPECTOR.
<br />WHERE A FILLET WELD SYMBOL IS USED IN THE PLANS WITHOUT
<br />INDICATION OF SIE, THE MINIMUM WELD SIE AS SPECIFIED IN THE A.I.S.C. MANUAL OF
<br />STEEL CONSTRUCTION SHALL BE USED.
<br />PROVIDE HOSE BIBB WITH NONAREMOVABLE BACK FLOW PREVENTEDA DWELLING. NOTES
<br />1.CONTROL VALVER FOR SHOWER(TUBA SHOWER SHALL BE OF PRESSURE BALANCE OR
<br />THERMOSTATIC MIXING VALVE
<br />2.MAX. FLOW RATE
<br />WC. = 1.28 GPM.
<br />SHOWER HEAD =1.8 GPM
<br />3.USE 2A15 A FEET WHEN STUCCO IS APPLIED OVER PLYWOOD
<br />SHOWERS SHALL BE FINISHED 72A ABOVE DRAIN WI SURFACE MATERIAL NOT
<br />ADVERSELY EFFECTED BY MOISTURE
<br />4.WATER HEATER WILL HAVE AN RA16 BLANKET OR BE RA TED FOR RA16
<br />5.WATER HEATER MUST HAVE A PRESSURE AND A TEMPERATURE RELIEF VALVE PLUMBED
<br />TO THE OUTSIDE OF THE BUILDING
<br />6.12A MIN. ACCESS PANEL IS REQUIRED FOR THE BATHTUB TRAP SLIP JOINT.
<br />7.CLEANOUT IN UNDERFLOOR PIPING SHALL BE EXTENDED TO OR ABOVE THE FLOOR OR
<br />EXTENDED TO THE EXTERIOR OF THE BUILDING UNLESS: AN 18A X30A CLEARANCE IS
<br />PROVIDED FROM THE MEANS OF ACCESS. IN ADDTION, NO CLEAN OUT SHALL BE MORE
<br />THAN 20'A0A FROM THE ACCESS OPENING.
<br />8.SHOWER AND BATHTUB DOORS AND THE ENCLOSURES TEMPERED GLASS
<br />1.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS
<br />OF A.S. T.M. AA615
<br />GRADE 60 FOR BARS LARGER THAN A4, GR.40 FOR A4 OR SMALLER.
<br />WELDED WIRE FABRIC SHALL CONFORM TO A.S. T.M. AA82 AND AA185 . LAP 12 INCHES
<br />MINIMUM. DEL TAILING,FABRICA T/ON AND ERECTION OF REINFORCING BARS SHALL
<br />CONFORM TO THE
<br />2.LATEST EDITION OF A.G.I.
<br />MANUAL OF STANDARD PRACTICE FOR DETAILING AND REINFORCED CONCRETE
<br />3.STRUCTURES.
<br />MINIMUM COVER FORCAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:
<br />4.A. POURED AGAIN EARTH 3 INCHES
<br />B. POURED AGAIN FORM BELOW GRADE 2 INCHES
<br />C. FORMED SLABS 3/4 INCHES
<br />D. SLAB ON GRADE, TOP COVER 1 INCHES
<br />E. COLUMN AND BEAM MAIN BARS 1A1/2 INCHES
<br />F. WALLS EXPOSED TO WEATHER A 6 AND LARGER 2 INCHES
<br /> A 5 AND SMALLER 1A1/2 INCHES
<br />5.BARS SHALL BE CLEAN OF RUST, GREASE AND OTHER DELETERIOUS MATERIAL THAT
<br />MAY AFFECT BOND.
<br />6.ALL BEND SHALL BE MADE COLD.
<br />7.LAP SPLICE LENGTH SHALL BE 40 BARS DIAMETERS MINIMUM AND SHALL BE
<br />STAGGERED. ALL REINFORCING BARS, EMBEDS, ANCHOR BOLTS, HOLDOWNS ETC. SHALL
<br />BE SECURED IN
<br />8.PLACE PRIOR TO PLACEMENT OF CONCRETE.
<br />CODE REQUIRED INSPECTIONS BY JUR/STD/CT/ON AUTHORITY SHALL BE MADE AN
<br />SIGNED
<br />A. OFF PRIOR TO PLACEMENT OF CONCRETE.
<br />1.A SOIL REPORT FOR THE SITE IS RECOMMENDED. IN LIEU OF A SOIL REPORT,
<br />FOUNDATION HAVE BEEN DESIGNED USING MAX ALLOWABLE SOIL BEARING CAPACITY OF
<br />1,500 PSI.
<br />2.FOUNDATION DESIGN IS BASED ON NONAEXPANSIVE SOIL. IF FOUND THAT SOIL
<br />EXPANSIVE SO THAT FOOTINGS ARE REDESIGNED PRIOR TO POURING OF CONCRETE
<br />FOUNDATIONS.
<br />3.EXISTING FOUNDATIONS ARE ASSUMED TO BE IN GOOD CONDITION. CONTRACTOR SHALL
<br />NOTIFY THE ENGINEER OF ANY FOUNDATION WITH SIGNIFICANT SETTLEMENT, SEVERE
<br />CRACKING OR ANY INDICATION OF STRUCTURAL FAILURE OR DISTRESS OR DEFECT.
<br />4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, FENCE ENCLOSURES AND
<br />PROTECTION LIFE AND PROPERTY UNTIL THE PROJECT IS COMPLETE.
<br />5.THE ARCHITECTURAL FLOOR PLAN AND NOTIFY THE PROJECT DESIGNER OF ANY
<br />DISCREPANCIES PRIOR TO STARTING WORK.
<br />6.TREATED LUMBER CONFORMING TO (CRC) FOR FOUNDATION PLATES AND SILL
<br />7.FOUNDATION PLATES OR SILLS BOLTED WITH 5/8A DIA. X 12A ANCHOR BOLTS W/ 7A MIN.
<br />EMBEDMENT AT NOT MORE THAN 4'A0A O.C. ONE BOLT IS REQUIRED WITHIN 12A OF EACH
<br />END OF EACH MEMBER AND A MIN. OF 2 BOLTS ARE REQUIRED PER MEMBER (SEC.
<br />2304.3.4 CBC).
<br />8.FASTENERS SHALL BE HOTA DIPPED INCA COATED GALVANIED STEEL.
<br />A.A DILIGENT SEARCH SHALL BE CONDUCTED BY THE GRADING OR GENERAL CONTRACTOR
<br />TO LOCATE CESSPOOLS, SEPTIC TANK,... IF FOUND, PROPER ABANDONMENT PROCEDURE
<br />SHALL BE CONDUCT AS DIRECTED BY THE SOILS ENGINEER. ABANDONMENT AND/ OR
<br />COMPACTION REPORT SHALL BE SUBMITTED TO THE CITY BUILDING DEPARTMENT.
<br />1.IN ALL BEDROOMS, PROVIDE ON OPENABLE ESCAPE WINDOW MEETING ALL OF THE
<br />FOLLOWING: AN OPENABLE AREA OF NOT LESS THAN 5. 7 SQ. FT., A MINIMUM CLEAR 24
<br />INCHES HEIGHT AND 20 INCHES WIDTH AN A SILL HEIGHT NOT OVER 44 INCHES ABOVE
<br />THE FLOOR.
<br />2.GLAING ADJACENT TO DOORS, SHALL MEET WITH CRC308.4.2.
<br />3.5.0 SQ. FT. AT GRADE LEVEL.
<br />CONCRETE:
<br />A.REINFORCING STEEL: ASTM A615, GRADE A60. A4 AND SMALLER, GRADE A40.
<br />B.CONCRETE NORMAL WEIGHT WITH COMPRESSIVE STRENGTH OF 4,500 PSI AT 28 DAYS.
<br />WATERACEMENT RA TIO 0.45 AND CEMENT TYPE V OR PER SOILS REPORT.
<br />C.FOR STEM WALLS LONGER THAN 24': PROVIDE A4 VERTICAL BARS A 24A O.C.
<br />D.LANDING 3 1/2A CONC W/ 6X6 10X10 MESH.STEEL:
<br />1. SHAPED AND PLATE: ASTM A36A TUBE: ASTM A500, GRADE B.
<br />2. BOLTS: ASTM A307.
<br />WOOD:
<br />A.FRAMING MEMBERS : DOUGLAS FIR LARCH.
<br />B.COLUMNS, BEAMS, HEADERS, AND PLATES : NO 1
<br />MA.STUDS, JOISTS, RAFTERS, BLOCKINGS: NO 2
<br />D.WALL SILLS, NAILERS, AND LEDGERS IN CONTACT WITH CONCRETE: PRESERVATIVE
<br />TREATED DOUGLAS FIR.
<br />E.FRAMING CONNECTION HARDWARE: AS MANUFACTURED BY SIMPSON STRONGTIE CO. OR
<br />APPROVED EQUIVALENTS. SIMPSON DESIGNATIONS USED. USE NAILS PER ICC APPROVAL
<br />AND AS RECOMMENDED BY SIMPSON FOR EACH DEVICE.
<br />F.COMMON NAILS, UNLESS OTHERWISE NOTED, ALL NAILING TO BE PER CRC TABLE
<br />R602.3(1), UNLESS OTHERWISE NOTED.
<br />EXPOSED TO WEATHER:
<br />A.ALL EXPOSED STEEL MEMBERS SHALL BE COATED WITH A ZINC RICH PRIMER.
<br />B.ALL EXTERIOR HANGERS AND OTHER SIMPSON TYPE PRODUCTS SHALL BE
<br />GALVANIZED.
<br />C.ALL PLYWOOD SHALL BE OF AN EXP. 1 GRADE.
<br />FRAMING:
<br />A.DOUBLE FLOOR JOISTS REQUIRED UNDER PARALLEL BEARING WALLS.
<br />B.APPLY CONT. LINE OF GLUE TO FLOOR PANELS AT ALL JOIST.
<br />C.BLOCKING ARE REQUIRED AT ALL SHEAR WALL PANEL EDGES.
<br />D.CONSTRUCT OF PLYWOOD SHEAR WALL SHALL BE WITH COMMON NAILS ONLY.
<br />E.HOLD DOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEAR WALL SHALL HAVE
<br />TOLERANCE OF NO MORE THAN 1116A.
<br />F.ALL POSTS WITH HOLD DOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE
<br />NAILING.
<br />G.ALL ANCHOR BOLTS SHALL BE ATTACHED TO THE SILL PLATE WITH 3AX3AX.22AA STEEL
<br />PLATE WASHERS.
<br />HORIONTAL PLYWOOD SHEATHING:
<br />A. VERTICAL PLYWOOD SHEATHING: (SEE SCHEDULE).
<br />EXTERIOR STUCCO NOTES: CRC SECTION R703 :
<br />A.STUCCO LA TH AND DRYWALL SHALL BE NAILED TO ALL STUDS AND TO
<br />TOP AND BOTTOM PLATES
<br />B.USE 2AA15 FELT BACKING WHEN STUCCO IS APPLIED OVER PLYWOOD (CRC).
<br />1.SERVICE:
<br />PROVIDE HEATING TO PRODUCE REQUIRED ROOM TEMPERATURE OF 70 DEGREE@
<br />3 FEET ABOVE FLOOR.
<br />RECEPTACLE/OUTLET: :
<br />1.AT COUNTER SPACE IN KITCHEN AND DINING AREA, RECEPTACLE SHALL BE PROVIDED AS
<br />FOLLOWS:
<br />RECEPTACLE SHALL BE PROVIDED SO THAT NO POINT ALONG THE WALL IS MORE THAN 24A
<br />FROM A RECEPTACLE
<br />2.RECEPTACLES OUTLETS SHALL BE PLACED A12'A0A MAXIMUM AND SHALL BE LOCATED WITH
<br />6'A0A OF DOOR OPENINGS.
<br />3.DETECTORS MUST RECEIVE POWER FROM THE BUILDING WIRING, WITH BATTERY BACKUP
<br />WITHOUT A DISCONNECTING SWITCH, OTHER THAN FOR OVER OVER CURRENT PROTECTION,
<br />EXCEPT THAT IN THE EXISTING PORTION OF AN EXISTING BUILDING (NOT IN AN ADDITION),
<br />THEY MAY BE BATTERY OPERA TED (CRC SEC. R314).
<br />1.THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE F'C = 4,500 PSIA 28 DAYS
<br />UNLESS
<br />2.USE TYPE V CEMENT AS REQUIRED AGAINST SULFATE ATTACK. WATER ACEMENT RATIO =
<br />0.45
<br />1.TOTAL DEAD LOAD = 15 PSF
<br />ROOF'G MATERIAL = 2 PSF
<br />SHEATHING = 2 PSF
<br />TRUSSES/ RAFTERS = 2 PSF
<br />CEILING JOISTS = 2 PSF
<br />DRYWALL = 2 PSF
<br />SPRINKER = 0.5 PSF
<br />SOLAR = 4 PSF
<br />MISCELLANEOUS = 0.5 PSF
<br />2.ROOF LIVE LOAD = 20 PSF
<br />3.CEILING LIVE LOAD = 10 PSF
<br />4.WIND DESIGN DATA:
<br />BASIC WIND SPEED =110MPH
<br />WIND IMPORTANT FACTOR, I = 1.0
<br />OCCUPANCY CATEGORY = II
<br />WIND EXPOSURE = C
<br />INTERNAL PRESSURE COEFFICIENT= 1.21
<br />5.EARTHQUAKE DESIGN DATA:
<br />SEISMIC IMPORTANCE FACTOR I = 1.0
<br />OCCUPANCY CATEGORY = II
<br />MAPPED:
<br />Ss = 1.53
<br />S1 = 0.6
<br />SMS = 1.77
<br />SITE CLASS = D
<br />SDS = 1.18
<br />SD1 = 0.86
<br />DESIGN BASE SHEAR:
<br />CS = 0.171
<br />R (SEISMIC FORCE RESIST SYSTEM) = 6.5
<br />W = 2.50
<br />PROCEDURE USED ELF
<br />Rho (REDUNDANCY FACTOR) = 1.3
<br />1.ROOF SHEATING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS.
<br />2.ROOF SHEATHING NAILING SHALL BE INSPECTED BEFORE COVERING.
<br />3.PLYWOOD ROOF SHEATHING EXPOSED ON THE UNDERSIDE SHALL BE BONDED WITH
<br />EXTERIOR GLUE.
<br />4.OCCUPANCY BUILDING REQUIRE CLASS ABA OR BETTER ROOFING. AS AMENDED BY THE
<br />CITY.
<br />5.IF ASPHALT (COMPOSITION) SHINGLES ARE PROPOSED, INDICATE THE FOLLOWING:
<br />TWO LAYERS OF TYPE 15 FELTS APPLIED SHINGLE FASHION WITH 1AA LAPS ARE
<br />REQUIRED FOR ROOF WITH A SLOPE FROM 2:12 TO LESS THAN 4: 12 (NOTE THAT ONE
<br />LAYER OF TYPE 30 IS NOT AN ACCEPTABLE ALTERNATIVE). ONE LAYER OF TYPE 15 IS
<br />LESS THAN 2:12M, SHINGLES MAY NOT BE USED.
<br />ACCEPTABLE FASTENERS INCLUDE 12 GA. CORROSION RESISTANT NAILS W/ 3/8A HEAD
<br />OR 16 GA. APPROVED CORROSION RESISTANT STAPLES WITH 15/1 6A CROWN WIDTH .
<br />FASTENERS REQUIRE SUFFICIENT LENGTH TO PENETRATE 3/4A INTO THE SHEATHING OR
<br />THROUGH THE SHEATHING WHICHEVER IS LESS. FOR FASTERNERS PER 36A40A STRIP
<br />AND 2 PER AA18A SHINGLE ARE REQUIRED. VALLEY FLASHING SHALL BE NOT LESS THAN
<br />NO. 28 GALVANIED SHEET GAUGE CORROSION AT LEAST 4 INCHES. WOVEN ASPHALT
<br />SHINGLES APPLIED IN ACCORDANCE WITH MANUFACTURERS INSTRUCTION ARE AN
<br />ACCEPTABLE ALTERNATIVE. IN EACH CASE, AND ADDITIONAL 36A WIDE TYPE 15 FELT IS
<br />REQUIRED UNDER THE VALLEY.
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
<br />FASTENERa,b,c SPACING AND LOCATION
<br />Roof
<br />1 Blocking between ceiling joists or rafters to top plate
<br /> 4-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131: nails
<br />Toe nail
<br />2 Ceiling joists to top plate
<br /> 4-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131: nails
<br />Per joist, toe nail
<br />3
<br /> Ceiling joist not attached to parallel rafter, laps over
<br />partitions (see Section R802.5.2 and Table
<br />R802.5.2)
<br /> 4-10d box (3" x 0.128"); or
<br /> 3-16d common (3 1
<br />2" x 0.162"); or
<br /> 4-3" x 0.131" nails
<br />Face nail
<br />4 Ceiling joist attached to parallel rafter (heel joint)
<br /> (see Section R802.5.2 and Table R802.5.2) Table R802.5.2 Face nail
<br />5 Collar tie to rafter, face nail or 1 1
<br />4 "x20 ga. ridge
<br />strap to rafter
<br /> 4-10d box (3" x 0.128"); or
<br /> 3-10d common (3" x 0.148"); or
<br /> 4-3" x 0.131" nails
<br />Face nail to each rafter
<br />6 Rafter or roof truss to plate
<br /> 3-16d box nails (3 1
<br />2 "x0.135"); or
<br /> 3-10d common nails (3"x0.148");
<br /> 4-10d box (3" x 0.128"); or
<br /> 4-3" x 0.131" nails
<br />2 toe nails on one side and 1 toe
<br />nail on opposite side of each
<br />rafter or truss
<br />7 Roof rafter to ridge, valley or hip rafters or roof
<br />rafter to minimum 2" ridge beam
<br /> 4-16d (3 1
<br />2 "x0.135"); or
<br /> 3-10d common (3" x 0.148"); or
<br /> 4-10d box (3" x 0.128"); or
<br /> 4-3" x 0.131" nails
<br />Toe nail
<br /> 3-16d box (3 1
<br />2 "x0.135"); or
<br /> 2-16d common (31
<br />2" x 0.162"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131" nails
<br />End nail
<br />Wall
<br />8 Stud to stud (not at braced wall panels)
<br /> 16d common (3 1
<br />2"x 0.162")24" o.c. face nail
<br /> 10d box (3" x 0.128"); or
<br /> 3"x 0.131" nails 16" o.c. face nail
<br />9 Stud to stud and abutting studs at intersecting wall
<br />coners (at braced wall panels)
<br /> 16d box (3 1
<br />2 " x 0.135"); or
<br /> 3"x 0.131" nails 12" o.c. face nail
<br /> 16d common (3 1
<br />2"x 0.162")16" o.c. face nail
<br />10 Built-up header (2" to 2" header with 1
<br />2" spacer)
<br /> 16d common (3 1
<br />2"x 0.162")16" o.c. each edge face nail
<br /> 16d box (3 1
<br />2 " x 0.135")12" o.c. each edge face nail
<br />11 Continuous header to stud
<br /> 5-8d box (2 1
<br />2"x0.113"); or
<br /> 4-8d common (2 1
<br />2"x0.113"); or
<br /> 4-10d box (3"x0.128")
<br />Toe nail
<br />12 Top plate to top plate
<br /> 16d common (3 1
<br />2"x 0.162")16" o.c. face nail
<br /> 10d box (3" x 0.128"); or
<br /> 3"x 0.131" nails 12" o.c. face nail
<br />13 Double top plate splice
<br /> 8-16d common (3 1
<br />2"x 0.162"); or
<br /> 12-16d box (3 1
<br />2"x 0.135"); or
<br /> 12-10d box (3"x 0.128"); or
<br /> 12-3" x 0.131" nails
<br />Face nail on each side of end joint
<br />(minimum 24" lap splice length
<br />each side of end joint)
<br />ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa,b,c SPACING AND LOCATION
<br />14 Bottom plate to joist, rim joist, band joist or blocking
<br /> (not at braced wall panels)
<br />16d common (3 1
<br />2" x 0.162")16" o.c. face nail
<br /> 16d box (3 1
<br />2 " x 0.135"); or
<br /> 3"x 0.131" nails 12" o.c. face nail
<br />15 Bottom plate to joist, rim joist, band joist or blocking
<br /> (at braced wall panels)
<br /> 3-16d box (3 1
<br />2 "x0.135"); or
<br /> 2-16d common (3 1
<br />2 " x 0.162"); or
<br /> 4-3" x 0.131" nails
<br />3 each 16" o.c. face nail
<br />2 each 16" o.c. face nail
<br />4 each 16" o.c. face nail
<br />16 Top or bottom plate to stud
<br /> 4-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-16d box (3 1
<br />2" x 0.135"); or
<br /> 4-8d common (2 1
<br />2" x 0.113"); or
<br /> 4-10d box (3" x 0.128"); or
<br /> 4-3" x 0.131: nails
<br />Toe nail
<br /> 3-16d box (31
<br />2" x 0.135"); or
<br /> 2-16d common (3 1
<br />2" x 0.162"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131" nails
<br />End nail
<br />17 Top plate, laps at corners and intersections
<br /> 3-10d box (3" x 0.128"); or
<br /> 2-16d common (31
<br />2" x 0.162"); or
<br /> 3-3" x 0.131" nails
<br />Face nail
<br />18 1" brace to each stud and plate
<br /> 3-8d box (2 1
<br />2" x 0.113"); or
<br /> 2-8d common (2 1
<br />2" x 0.131"); or
<br /> 2-10d box (3" x 0.128"); or
<br /> 2 staples 13
<br />4 "
<br />Face nail
<br />19 1" x 6" sheathing to each bearing
<br /> 3-8d box (2 1
<br />2" x 0.113"); or
<br /> 2-8d common (2 1
<br />2" x 0.131"); or
<br /> 2-10d box (3" x 0.128"); or
<br /> 2 staples, 1" crown, 16 ga., 13
<br />4" long
<br />Face nail
<br />20 1" x 8" and wider sheathing to each bearing
<br /> 3-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3 staples, 1" crown, 16 ga., 13
<br />4" long
<br />Face nail Wider than 1"x8"
<br /> 4-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 4 staples, 1" crown, 16 ga., 13
<br />4" long
<br />Floor
<br />21 Joist to sill, top plate or girder
<br /> 4-8d box (2 1
<br />2" x 0.113"); or
<br /> 3-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131" nails
<br />Toe nail
<br />22 Rim joist, band joist or blocking to sill or top plate
<br /> (roof applications also)
<br /> 8d box (2 1
<br />2 " x 0.113")4" o.c. toe nail
<br /> 8d common (21
<br />2"x 0.131"); or
<br /> 10d box (3" x 0.128"); or
<br /> 3" x 0.131" nails
<br />6" o.c. toe nail
<br />23 1" x 6" subfloor or less to each joist
<br /> 3-8d box (2 1
<br />2" x 0.113"); or
<br /> 2-8d common (2 1
<br />2" x 0.131"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 2 staples, 1" crown, 16 ga., 13
<br />4" long
<br />Face nail
<br />24 2" subfloor to joist or girder 3-16d box (3 1
<br />2 " x 0.135"); or
<br /> 2-16d common (3 1
<br />2 " x 0.162")Blind and face nail
<br />25 2" planks (plank & beam - floor & roof) 3-16d box (3 1
<br />2"x0.135"); or
<br /> 2-16d common (3 1
<br />2"x0.162")At each bearing, face nail
<br />26 Band or rim joist to joist
<br /> 3-16d common (3 1
<br />2"x 0.162")
<br /> 4-10 box (3" x 0.128"), or
<br /> 4-3" x 0.131" nails; or
<br /> 4-3" x 14 ga. staples, 7
<br />16" crown
<br />End nail
<br />27 Built-up girders and beams, 2-inch lumber layers
<br /> 20d common (4" x 0.192"); or Nail each layer as follows: 32" o.c. at top
<br />and bottom and staggered.
<br /> 10d box (3"x 0.128"); or
<br /> 3" x 0.131" nails
<br />24" o.c. face nail at top and bottom
<br />staggered on opposite sides
<br /> And:
<br /> 2-20d common (4" x 0.192"); or
<br /> 3-10d box (3" x 0.128"); or
<br /> 3-3" x 0.131" nails
<br />Face nail at ends and at each splice
<br />28 Ledger strip supporting joists or rafters
<br /> 4-16d box (3 1
<br />2" x 0.135"); or
<br /> 3-16d common (31
<br />2" x 0.162"); or
<br /> 4-10d box (3" x 0.128"); or
<br /> 4-3" x 0.131" nails
<br />At each joist or rafter, face nail
<br />29 Bridging or blocking to joist
<br /> 2-10d box (3" x 0.128"); or
<br /> 2-8d common (2 1
<br />2" x 0.131"); or
<br /> 2-3" x 0.131" nails
<br />Each end, toe nail
<br />ITEM DESCRIPTION
<br />OF BUILDING ELEMENTS
<br />NUMBER AND
<br />TYPE OF FASTENERa,b,c
<br />SPACING OF FASTENERS
<br />Edges
<br />(inches)h
<br />Intermedlate
<br />supportsc,e
<br />(Inches)
<br />Wood structural panels, subfloor, roof and Interior wall sheathing to framing and particleboard wall sheathing to framing
<br />[see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
<br />30 3
<br />8 " - 1
<br />2 "
<br /> 6d common (2" x 0.113"), nail
<br />(subfloor, wall)i
<br /> 8d common (21
<br />2" x 0.131") nail (roof);
<br />or RSRS- 01 (23
<br />8" x 0.113") nail (roof)i
<br />6 12f
<br />31 19
<br />32 " - 1"
<br /> 8d common (21
<br />2" x 0.131"); or RSRS-
<br />01;
<br /> (23
<br />8" x 0.113") nail (roof)i
<br />6 12f
<br />32 1 1
<br />8 " - 1 1
<br />4 "
<br /> 10d common (3" x 0.148") nail; or
<br /> 8d (21
<br />2" x 0.131") deformed nail 6 12
<br />Other wall sheathingg
<br />33 1
<br />2" structural cellulosic fiberboard sheathing
<br /> 11
<br />2" galvanized roofing nail, 7
<br />16" head
<br />diameter, or 11
<br />4" long 16 ga. staple with
<br />7
<br />16" or 1" crown
<br />3 6
<br />34 25
<br />32" structural cellulosic fiberboard sheathing
<br /> 13
<br />4" galvanized roofing nail, 7
<br />16" head
<br />diameter, or 1 1
<br />2 " long 16 ga. staple
<br />with 7
<br />16" or 1" crown
<br />3 6
<br />35 1
<br />2 " gypsum sheathingd
<br /> 11
<br />2" galvanized roofing nail, staple
<br />galvanized,
<br /> 1 1
<br />2" long; 1 1
<br />4" screws, Type W or S
<br />7 7
<br />36 5
<br />8 " gypsum sheathingd
<br /> 1 3
<br />4" galvanized roofing nail, staple
<br />galvanized,
<br /> 1 5
<br />8" long; 1 5
<br />8 " screws, Type W or S
<br />7 7
<br />Wood structural panels, combination, subfloor underlayment to framing
<br />37 3
<br />4" and less
<br /> 6d deformed (2" x 0.120") nail; or
<br /> 8d common (2 1
<br />2" x 0.131") nail 6 12
<br />38 7
<br />8" - 1"
<br /> 8d common (2 1
<br />2" x 0.131") nail; or
<br /> 8d deformed (2 1
<br />2" x 0.120") nail 6 12
<br />39 1 1
<br />8" - 1 1
<br />4"
<br /> 10d common (3" x 0.148") nail; or
<br /> 8d deformed (2 1
<br />2" x 0.120") nail 6 12
<br />TABLE R602.3(1)
<br />FASTENING SCHEDULE
<br />TABLE R602.3(1)-continued
<br />FASTENING SCHEDULE
<br />For S1: 1 inch = 25.4mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPa
<br />a.Nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall
<br />have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch ( 20d common nail), 90 ksi for shank
<br />diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less.
<br />b.Staples are 16 gage wire and have a minimum 7
<br />16 inch on diameter crown width.
<br />c.Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inchs or greater.
<br />d.Four-foot by 8-foot or 4-foot by 9-foot panels shall be applied vertically.
<br />e.Spacing of fasteners not included in this table shall be based on Table R602.3(2).
<br />f.For wood structural panel roof sheathing attached to gable end roof framing and to intermediate supports within 48 inches of roof edges and
<br />ridges, nails shall be spaced at 6 inches on center where the ultimate design wind speed is less than 130 mph and shall be spaced 4 inches
<br />on center where ultimate design wind speed is 130 mph or greater but less than 140 mph.
<br />g.Gypsum sheathing shall conform to ASTM C1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to
<br />ASTM C208.
<br />h.Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at
<br />floor perimeters only. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and
<br />required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be provided except as
<br />required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking.
<br />i.Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter
<br />and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of of the rafter shall not be
<br />required.
<br />j.RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667
<br />GENERAL NOTES
<br />FRAMING LUMBER
<br />GLULAM/PARALLAM/MICROLAM BEAMS
<br />STRUCTURAL AND MISCELLANEOUS STEEL
<br />PLUMBING REQUIREMENT
<br />REINFORCING STEEL
<br />FOUNDATION
<br />DOOR & WINDOWS
<br />STRUCTURE NOTES:
<br />MECHANICAL REQUIREMENT
<br />ELECTRICAL REQUIREMENT
<br />CONCRETE
<br />ROOFING NOTES
<br />DESIGN CRITERIA
<br />SHEET INDEX
<br />S.0
<br />GENERAL NOTES
<br />FASTENING
<br />SCHEDULE
<br />82
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<br />DATE REVISIONS
<br />SHEET NAME:
<br />PROJECT OWNER
<br />PROJECT ADDRESS
<br />STAMP
<br />NO:
<br />PLAN CHECK #
<br />JOB NO:
<br />JA
<br />D
<br />U
<br />DATE:
<br />SCALE: AS INDICATED
<br />DESIGNER: N/A
<br />SHEET
<br />EXP: 09/30/2025
<br />FLOOD ZONE- 820 N
<br />Euclid St Unit #15/8/2025
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