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1. OSB OR WAFER BOARD (I.C.B.O. NER-108) MAY BE SUBSTITIUTED FOR STURCTURAL II
<br />PLYWOOOD.
<br />2. ALL NAILING SHALL UTILIZE COMMON NAILS FOR ALL HORIZONTAL DIAPHRAGMS.
<br />3. ALL NAILING SHALL UTILIZE COMMON NAILS.
<br />4. ALL SHEAR WALLS SHALL BE FULL LENGTH OF WALL IN NEW CONSTRUCTION, OR
<br />LENGTH AS NOTED ON
<br /> ADDITIONS.
<br />5. ALL STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED, WITH A MIN. OF
<br />2-LAYERS OF 15 # FELT
<br /> UNDERLAYMENT PRIOR TO PLACING FINISH MATERIAL.
<br />6. ALL SHEAR WALL PANELS TO BE ATTACHED TO ROOF FRAMING.
<br />7. USE APPROVED PLATE WASHERS FOR ANCHOR BOLTS AND HOLD DOWN BOLTS.
<br /> BOLT SIZE PLATE SIZE BOLT SIZE PLATE SIZE BOLT SIZE
<br />PLATE SIZE
<br /> 5/8" DIA. 3"X3"X0.229" 3/4" DIA. 2.75"x2.75"x5/16" 1" DIA.
<br />3.5"x3.5"x3/8"
<br /> 5/8" DIA. 3"X3"X0.229" 7/8" DIA. 3"x3"x3/8"
<br />8. EXISTING 1/2" DIA. ANCHOR BOLTS AT EXISTING FOOTINGS ARE ACCEPTABLE. NEW
<br />ANCHOR BOLTS AT
<br /> EXISTING FOOTINGS SHALL BE THREADED AND EMBEDDED 5" INTO CONCRETE
<br />FOOTING WITH EPOXY
<br /> (I.C.B.O. 4945, L.A.R.R. 25185 OR EQ.) WITH 1.75 MINIMUM EDGE DISTANCE. (SPECIAL
<br />INSPECTION REQ'D.)
<br />9. PLATE WASHERS ARE REQUIRED FOR ALL HOLD DOWNS.
<br />10. ALL HOLD DOWN ANCHOR NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING.
<br />11. ALL BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" OVERSIZED.
<br />12. PROVIDE 1/2" EDGE DISTANCE FOR PLYWOOD EDGE NAILING.
<br />13. PROVIDE 3x NOMINAL OR WIDER SILL PLATES THAT REST ON CONCRETE OR
<br />MASONRY ARE REQUIRED
<br /> FOR SHEAR WALL 11-12-13.
<br />14. PROVIDE 3x STUDS BETWEEN ADJACENT PANELS ON SHEAR WALLS 11-12-13.
<br />15. NAILS SHALL BE STAGGERED, WHERE NAILS ARE SPACED AT 2 3/4" O.C. OR LESS
<br />FOR SHEAR WALLS
<br /> 11-12-13.
<br />16. STUCCO SHEAR WALLS SHALL UTILIZE SELF FURRING NAILS (MIN. 11-GA. 1 1/2" LONG,
<br />7/16" DIA. HEAD,
<br /> GALVANIZED FURRED A MIN. OF 1/4") TO ATTACH THE LATH TO THE STUDS. STAPLE
<br />SHALL NOT BE USED.
<br />GLUED LAMINATED LUMBER:
<br />1. ALL GLUED LAMINATED MEMBERS SHALL BE COMBINATION
<br />24 F - V4. CANTILEVERED OR CONTINUOUS MEMBERS SHALL BE
<br />24 F - V8.
<br />2. ALL GLUED LAMINATED MEMBERS SHALL BE
<br />MANUFACTURED BY A FABRICATOR LICENSED BY THE CITY OF
<br />SANTA ANA OR THE LOCAL
<br />GOVERNING AGENCY.
<br />3. ALL FABRICATION AND WORKMANSHIP SHALL BE IN
<br />CONFORMANCE WITH THE CURRENT EDITION OF THE
<br />STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED
<br />LAMINATED DOUGLAS FIR (COAST REGION) LUMBER BY THE
<br />LUMBERMAN'S ASSOCIATION, AND THE CURRENT EDITION OF
<br />TIMBER CONSTRUCTION.
<br />4. FINISH OF THE MEMBERS SHALL BE INDUSTRIAL
<br />APPEARANCE GRADE IN CONFORMACE WITH THE STANDARD
<br />APPEARANCE GRADES OF THE A.I.T.C.
<br />UNLESS NOTED OTHERWISE.
<br />5. MEMBERS SHOWN ARE FOR DRY USE.
<br />FOUNDATIONS:
<br />1. THE FOLLOWING DESIGN IS BASED ON THE RECOMMENDATIONS GIVEN IN
<br />THE FOLLOWING REPORT UNLESS OTHERWISE INDICATED. FOUNDATION
<br />WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS REPORT. THE
<br />REPORT IS PART OF THE PLANS AND SHOULD BE KEPT ON THE JOB SITE AT
<br /> ALL TIMES.
<br /> REPORT BY:
<br /> REPORT NO:
<br /> REPORT DATE:
<br />2. FOUNDATION EXCAVATIONS SHALL BE EXAMINED AND IDENTIFY BY THE
<br /> SOILS ENGINEER OR HIS REPRESENTATIVES PRIOR TO THE PLACEMENT
<br />OF ANY REINFORCING STEEL OR CONCRETE.
<br />3. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING CRITERIA:
<br /> BREAKING ................................. PSF
<br /> SKIN FRICTION ......................... PSF
<br /> PASSIVE PRESSURE ................. PCF
<br /> FRICTION COEFFICIENT............ 30 PCF (LEVEL)
<br />4. VERTICAL EXCAVATIONS IN SOIL SHALL BE LIMITED TO 5 FEET VERTICAL
<br />CUTS IN EXCESS OF 5 FEET SHALL BE CUT BACK AT 1:1, THE A-B-C SLOT CUT
<br />PROCEDURES ARE TO BE USED.
<br />5. ALL COMPACT SHALL CONFORM TO METHODS DESCRIBED IN THE SOILS
<br /> REPORT.
<br />6. MINIMUM SLAB ON GRADE CONSTRUCTION UNLESS NOTED OTHERWISE
<br />ON THE PLANS BE 4-INCH CONCRETE REINFORCED WITH 6 x 6 - W2. 9 x W2.9
<br />WELDED WIRE MESH OVER 2-INCHES OVER 6-MIL VISQUEEN MOISTURE
<br />BARRIER OVER 2-INCHES OF SAND. THE BUILDING FLOOR SLAB SHALL BE
<br />SUPPORTED ON COMPACTED GRADE, BEDROCK OR APPROVED SOIL.
<br />7. IF TRENCHES OR EXCAVATION OF 5 FEET OR MORE IN WHICH A PERSON
<br /> MUST DESCEND, ARE REQUIRED. A PERMIT MUST BE OBTAINED FROM THE
<br />CALIFORNIA DIVISION OF INDUSTRIAL SAFETY PRIOR TO THE ISSUANCE OF A
<br />BUILDING PERMIT.
<br />REINFORCING STEEL:
<br />1. ALL REINFORCING STEEL, DOWELS AND TIES SHALL CONFROM TO ASTM
<br />A 615, GRADE 60, UNLESS NOTED OTHERWISE. # 3 BARS SHALL BE ASTM
<br />A 615, GRADE 40.
<br />2. ALL REINFORCING STEEL SHALL BE LAPPED AS INDICATED ON THE
<br />DRAWINGS. WHERE LAPS AND / OR SPLICE LOCATIONS ARE NOT
<br />SPECIFICALLY INDICATED. VERIFY WITH THE ENGINEER IF A SPLICE CAN
<br />BE PROVIDED. ALL REINFORCING STEEL SHALL BE LAPPED WITH A CLASS
<br />"C" LAP UNLESS NOTED OTHERWISE. ALL SPLICE LOCATIONS SHALL BE
<br />SHOWN ON SHOP DRAWINGS AND APPROVED PRIOR TO FABRICATON.
<br />3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 82 AND A 185.
<br />4. ALL REINFORCING STEEL IN MASONRY SHALL BE LAPPED 40 BAR DIAMETERS
<br />OR TWO (2) FEET MINIMUM, UNLESS NOTED OTHERWISE.
<br />FRAMING LUMBER:
<br />1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR OF THE FOLLOWING
<br /> GRADES, CONFORMING TO STANDARD GRADING RULES FOR WEST COAST
<br /> LUMBER, NO 16, UNLESS NOTED OTHEWISE:
<br /> RAFTERS, JOISTS, PLATES.............................................. NO 2
<br /> 2x AND 4x BEAMS, STRINGERS, AND HEADERS............ NO 2
<br /> 6x AND 8x BEAMS, STRINGERS, AND HEADERS............ NO 1
<br /> POSTS AND TIMBERS...................................................... NO 1
<br /> STUDS............................................................. CONST. GRADE
<br /> BLOCKING, AND STRIPPING.............................. STUD GRADE
<br />2. PLYWOOD FOR ROOF SHEATHING SHALL BE CDX, UNLESS NOTED OTHEWISE.
<br /> USE EXTERIOR TYPE, MINIMUM C-C GRADE WHERE PLYWOOD IS EXPOSED TO
<br /> WEATHER. PLYWOOD FOR FLOOR SHEATHING SHALL BE CDX, UNLESS NOTED
<br /> OTHEWISE. ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD PS
<br /> 1-86. EACH SHEET OF PLYWOOD SHALL BE IDENTIFIED BY A REGISTERED STAMP
<br /> OR BRAND OF THE DOUGLAS FIR PLYWOOD ASSOCIATION.
<br />3. ALL WOOD BEARING ON CONCRETE SHALL BE PRESSURE TREATED DOUGLAS
<br />FIR.
<br />4. STUDS OVER 10 FEET IN HEIGHT SUPPORTING TWO FLOORS AND A ROOF MUST
<br /> BE 2x6 AT 16" O.C. UNLESS NOTED OTHERWISE. FOR STUDS GREATER THAN 16
<br /> FEET, SEE PLAN. STUDS IN CRIPPLE WALLS LESS THAN 4 FEET IN HEIGHT MAY
<br /> MATCH THE STUDS ABOVE.
<br />5. PROVIDE 2x SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS.
<br /> BLOCKING SHALL BE ONE PIECE AND BE THE FULL DEPTH OF THE JOIST OR
<br />RAFTER.
<br />6. CROSS BRIDGING SHALL BE PROVIDED AT 8'-0" ON CENTER MAXIMUM FOR ALL
<br />JOISTS AND RAFTERS MORE THAN 8" DEEP.
<br />7. PROVIDE DOUBLE JOISTS UNDER PARTITIONS WHICH ARE PARALLEL TO THE
<br />JOISTS.
<br />8. PROVIDE SOLID, FULL BLOCKING UNDER PARTITIONS WHICH ARE
<br />PERPENDICULAR TO THE JOISTS.
<br />9. TOP PLATE OF ALL STUD WALLS SHALL BE TWO PIECES THE SAME SIZE AS THE
<br />STUDS. SPLICES ARE TO LAP 4'-0" MINIMUM AND BE NAILED WITH 12-16d NAILS
<br />MINIMUM EACH SIDE OF JOINT.
<br />10. ALL NAILS SHALL BE COMMON, BOX OR SINKER, NAILING SHALL BE PER
<br />CHAPTER 23 OF THE UNIFORM BUILDING CODE.
<br />11. BOLT HOLES IN WOOD SHALL BE 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT
<br /> DIAMETER ALL BOLTS SHALL HAVE STANDARD CUT WASHER UNDER HEAD AND
<br />NUT UNLESS NOTED OTHERWISE.
<br />12. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO THE APPLICATION OF
<br />SHEATHING,PLASTER, ETC....
<br />13. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC.. UNLESS
<br />SPECIFICALLY DETAILS.
<br />14. WOOD STUDS MAY BE NOTCHED TO A DEPTH OF 25 % OF THE WIDTH MAXIMUM,
<br /> EXCEPT INTERIOR NO BEARING STUDS WHICH MAY BE NOTCHED TO 40 % OF THE
<br /> WIDTH MAXIMUM. STUDS MAY BE BORED TO 40 % OF THE WIDTH MAXIMUM.
<br />EXCEPT INTERIOR NONBEARING STUD AND DOUBLE BEARING STUDS
<br />(PROVIDED NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS ARE BORED)
<br />WHICH MAY BE BORED TO 60 % OF THE WIDTH MAXIMUM. BORED HOLES
<br />SHALL NOT BE LOCATED AT THE SAME SECTION OF A STUD AS A CUT OR
<br />NOTCH.; IN NO CASE SHALL THE EDGE OF A BORED HOLE BE NEARER THAN 5/8"
<br />TO THE EDGE OF THE STUD.
<br />15. PROVIDE FIRE STOPS AT ALL INTERSECTIONS OF STUD WALL AT FLOOR, CEILING
<br /> AND ROOF. FIRE STOPS SHALL BE 2x NOMINAL THICKNESS OF WOOD AND SHALL
<br /> BE THE FULL WIDTH OF THE ENCLOSED SPACE. PLACE FIRE STOPS AT A
<br />MAXIMUM SPACING OF 8'-0" IN EACH DIRECTION AND AT THE SAME LINES AS
<br />THE FIRE STOPS IN ADJACENT WALLS.
<br />CONCRETE
<br />1. ALL CONCRETE, UNLESS OTHERWISE, SHALL BE REGULAR WEIGHT, HARD
<br /> ROCK TYPE (150 PSF). AGGREGATES SHALL CONFORM TO ASTM C33 WITH
<br /> PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05
<br />2. ULTIMATE COMPRESSIVE STRENGTHS AT 28 DAYS SHALL BE:
<br /> SLAB ON GRADE...... 3000 PSI CONTINUOUS FOOTINGS...... 3000 PSI
<br /> PAD FOOTING.......... 3000 PSI RETAINING WALLS.................. 3000 PSI
<br /> GRADE BEAMS......... 3000 PSI CASSIONS / PILES.................. 3000 PSI
<br />3. CEMENT SHALL CONFORM TO ASTM C150, TYPE V.
<br />4. PLACEMENT OF CONCRETE SHALL CONFORM WITH THE REQUIREMENTS OF
<br />5. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM
<br /> OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE
<br /> APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED.
<br />6. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL LATINATE
<br /> SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THROUGHTLY WETTED
<br /> AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE
<br /> PLACING NEW CONCRETE.
<br />7. ALL CONCRETE WITH A DESIGNATED STRENGTH GREATER THAN 2500 PSI
<br /> SHALL REQUIRE CONTINUOUS INSPECTION BY AN INSPECTOR APPROVED BY
<br /> THE BUILDING DEPARTMENT .
<br />8. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL SHALL BE AS
<br /> FOLLOWS:
<br /> -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL...........3"
<br /> CONCRETE EXPOSED TO SOIL OR WEATHER:
<br /> # 5 BARS, W 31 OR D 31 WIRES, AND SMALLER .......................................1 1/2"
<br /> # 6 BARS, AND LARGER.....................................................................................2"
<br /> CONCRETE NOT EXPOSED TO SOIL OR WEATHER OR IN CONTACT WITH SOIL:
<br /> # 11 BARS, AND SMALLER.............................................................................3/4"
<br /> # 14 BARS AND LARGER..............................................................................1 1/2"
<br /> BEAMS AND COLUMNS................................................................................1 1/2"
<br />9. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
<br /> STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED.
<br />10. BEFORE NEW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH
<br /> IS SET, THE SURFACE OF THE SET CONCRETE SHALL BE ROUGHENED
<br /> SUFFICIENTLY TO EXPOSE THE AGGREGATE APPROXIMATELY 1/4" AND CLEANED.
<br /> USE EPOXY WHERE REQUIRED.
<br />11. EXPANSION BOLTS SHALL BE HILTI "KWIK" BOLTS:
<br />( W / L = 0.45 MAX. TYP.)
<br />GENERAL:
<br />1. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE
<br />DRAWING
<br /> AND SPECIFICATIONS.
<br />2. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE
<br /> RESPONSIBLE FOR THE SAFETY OF THE BUILDING.
<br />3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF
<br />CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
<br />INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN,
<br />SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO
<br />REVIEW.
<br />4. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR
<br />IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT.
<br />5. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING
<br />CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE. BUT
<br />WITHOUT GUARANTEE OF ACURANCY. WHERE ACTUAL CONDITIONS
<br />CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED THE
<br />PROPER REVISIONS MAY BE MADE. MODIFICATION OF DETAILS OF
<br />CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL.
<br />CONCRETE MASONRY:
<br />1. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM
<br />C90-75, GRADE N-1
<br /> WITH A MINIMUM COMPRESSIVE STRENGHT OF 1500 PSI.
<br />2. MORTAR SHALL CONFORM TO ASTM C270-80, TYPE S, WITH
<br />A MINIMUM
<br /> COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. MIX: 1
<br />PART PORTLAND CEMENT, 1/2 PART LIME PUTTY, 4 1/2 PARTS
<br />SAND (BY VOLUME). IF PLASTIC TYPE CEMENT IS USED, OMIT
<br />LIME PUTTY.
<br />3. GROUT SHALL CONFORM TO ASTM C476-80, WITH A
<br />MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.
<br />MIX: 1 PART CEMENT, 3 PARTS SAND, 2 PARTS PEA GRAVEL.
<br />SUFFICIENT WATER TO BRING THE MIXTURE TO A FLUID
<br />CONSISTENCY.
<br />4. SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE.
<br />5. PROVIDE TESTS AS MAY BE REQUIRED BY THE BUILDING
<br />OFFICIAL.
<br />6. THE THICKNESS OF THE GROUT BETWEEN BLOCK UNITS
<br />AND REINFORCING STEEL SHALL NOT BE LESS THAN 1/2",
<br />BETWEEN PARALLEL REINFORCING BARS, NO LESS THAN 3/4".
<br />7. IF WORK IS STOPPED ONE (1) HOUR OR LONGER, PROVIDE
<br />HORIZONTAL
<br /> CONSTRUCTION JOINTS BY STOPPING THE GROUT 1 1/2"
<br />BELOW THE TOP OF THE BLOCK.
<br />8. SEE REINFORCING STEEL NOTES AND STANDARD DETAILS
<br />FOR REINFORCING REQUIREMENTS. REINFORCING STEEL IN
<br />MASONRY SHALL BE LAPPED 40 BAR DIAMETERS MINIMUM.
<br />9. SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY
<br />THE BUILDING
<br /> DEPARTMENT IS NOT REQUIRED UNLESS NOTED
<br />OTHERWISE.
<br /> ICC ES ESR-1385
<br />EPOXY ANCHORS:
<br />1. ALL EPOXY ANCHORS SPECIFIED ON THE PLANS SHALL BE BY ONE OF THE FOLLOWING
<br />MANUFACTURES AND SHOULD BE INSTALLED PER THE MANUFACTURES
<br />RECOMMENDATIONS:
<br />HILTI RE-500 SD ICC REPORT No. ESR-2322
<br />2. CONTINUOUS SPECIAL INSPECTION BY A CITY OF SANTA ANA REGISTERED DEPUTY
<br />INSPECTOR IS REQUIRED FOR ALL EPOXY ANCHOR INSTALLATIONS.
<br />or SI:1 inch = 25.4 mm.
<br />a.Common or box nails are permitted to be used except where otherwise stated.
<br />b.Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports
<br /> except 6 inches at supports where spans are 48 inches or more. For nailing of
<br /> wood structural panel and particleboard diaphragms and shear walls, refer to Section
<br /> 2305. Nails for wall sheathing are permitted to be common, box or casing.
<br />c.Common or deformed shank (6d - 2" ´ 0.113"; 8d - 21/2" ´ 0.131"; 10d - 3" ´ 0.148").
<br />d.Common (6d - 2" ´ 0.113"; 8d - 21/2" ´ 0.131"; 10d - 3" ´ 0.148").
<br />e.Deformed shank (6d - 2" ´ 0.113"; 8d - 21/2" ´ 0.131"; 10d - 3" ´ 0.148").
<br />f.Corrosion-resistant siding (6d - 17/8" ´ 0.106"; 8d - 23/8" ´ 0.128") or casing (6d - 2" ´
<br /> 0.099"; 8d - 21/2" ´ 0.113") nail.
<br />g.Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate
<br /> supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges
<br /> and 12 inches on center at intermediate supports for nonstructural applications.
<br />h.Corrosion-resistant roofing nails with 7/16-inch-diameter head and 11/2-inch length for 1/2-inch
<br /> sheathing and 1 3/4-inch length for 25/32-inch sheathing.
<br />i.Corrosion-resistant staples with nominal 7/16-inch crown and 1 1/8-inch length for 1/2-inch
<br /> sheathing and 1 1/2-inch length for 25/32-inch sheathing. Panel supports at 16 inches
<br /> (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
<br />j.Casing (11/2" ´ 0.080") or finish (11/2" ´ 0.072") nails spaced 6 inches on panel edges,
<br /> 12 inches at intermediate supports.
<br />k.Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges,
<br /> 12 inches at intermediate supports.
<br />l.For roof sheathing applications, 8d nails (21/2" ´ 0.113") are the minimum
<br /> required for wood structural panels.
<br />m.Staples shall have a minimum crown width of 7/16 inch.
<br />n.For roof sheathing applications, fasteners spaced 4 inches on center at edges,
<br /> 8 inches at intermediate supports.
<br />o.Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor
<br />and wall
<br /> sheathing and 3 inches on center at edges, 6 inches at intermediate supports for roof sheathing.
<br />p.Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
<br />1. Joist to sill or girder 3 - 8d common (21/2" ´ 0.131") toenail
<br /> 3 - 3" ´ 0.131" nails
<br /> 3 - 3" 14 gage staples
<br />2. Bridging to joist 2 - 8d common (21/2" ´ 0.131") toenail each end
<br /> 2 - 3" ´ 0.131" nails
<br /> 2 - 3" 14 gage staples
<br />3. 1" ´ 6" subfloor or less to each joist 2 - 8d common (21/2" ´ 0.131") face nail
<br />4. Wider than 1" ´ 6" subfloor to each joist 3 - 8d common (21/2" ´ 0.131") face nail
<br />5. 2" subfloor to joist or girder 2 - 16d common (31/2" ´ 0.162") blind and face nail
<br />6. Sole plate to joist or blocking 16d (31/2" ´ 0.135") at 16" o.c. typical face nail
<br /> 3" ´ 0.131" nails at 8" o.c.
<br />3" 14 gage staples at 12" o.c.
<br />Sole plate to joist or blocking at braced 3" - 16d (31/2" ´ 0.135") at 16" braced wall panels
<br />wall panel 4 - 3" ´ 0.131" nails at 16" end nail
<br />4 - 3" 14 gage staples per 16"
<br />7. Top plate to stud 2 - 16d common (31/2" ´ 0.162")
<br />3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />8. Stud to sole plate 4 - 8d common (21/2" ´ 0.131") end nail
<br />4 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />2 - 16d common (31/2" ´ 0.162")
<br />3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples toenail
<br />9. Double studs 16d (31/2" ´ 0.135") at 24" o.c. face nail
<br />3" ´ 0.131" nail at 8" o.c.
<br />3" 14 gage staple at 8" o.c.
<br />10. Double top plates 16d (31/2" ´ 0.135") at 16" o.c. typical face nail
<br /> 3" ´ 0.131" nail at 12" o.c.
<br />3" 14 gage staple at 12" o.c.
<br />Double top plates 8-16d common (31/2" ´ 0.162") lap splice
<br />12-3" ´ 0.131" nails
<br />12-3" 14 gage staples
<br />11. Blocking between joists or rafters 3 - 8d common (21/2" ´ 0.131") toenail
<br />to top plate 3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />12. Rim joist to top plate 8d (21/2" ´ 0.131") at 6" o.c. toenail
<br />3" ´ 0.131" nail at 6" o.c.
<br />3" 14 gage staple at 6" o.c.
<br />13. Top plates, laps and intersections 2 - 16d common (31/2" ´ .162") face nail
<br />3 - 3" ´ 0.131" nails
<br />3 -3" 14 gage staples
<br />14. Continuous header, two pieces (31/2" ´ 0.162")16" o.c. along edge
<br /> 16d common
<br /> 15. Ceiling joists to plate 3 - 8d common (21/2" ´ 0.131") toenail
<br />5 - 3" ´ 0.131" nails
<br />5 - 3" 14 gage staples
<br />16. Continuous header to stud 4 - 8d common (21/2" ´ 0.131") toenail
<br />17. Ceiling joists, laps over partitions (see 3 - 16d common (31/2" ´ 0.162") face nail
<br /> minimum, Table 2308.10.4.1
<br /> Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" ´ 0.131" nails
<br />4 - 3" 14 gage staples
<br />18. Ceiling joists to parallel rafters (see
<br />Section 2308.10.4.1, Table 2308.10.4.1)3 - 16d common (31/2" ´ 0.162") face nail
<br />minimum, Table 2308.10.4.1
<br />4 - 3" ´ 0.131" nails
<br />4 - 3" 14 gage staples
<br />19. Rafter to plate 3 - 8d common (21/2" ´ 0.131") toenail
<br />(see Section 2308.10.1, Table 2308.10.4.1) 3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />20. 1" diagonal brace to each stud and plate 2 - 8d common (21/2" ´ 0.131")face nail
<br />2 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />21. 1" ´ 8" sheathing to each bearing 3 - 8d common (21/2" ´ 0.131")face nail
<br />22. Wider than 1" ´ 8" sheathing 3 - 8d common (21/2" ´ 0.131")face nail
<br />to each bearing
<br />23. Built-up corner studs 16d common (31/2" ´ 0.162")24" o.c.
<br />3" ´ 0.131" nails 16" o.c.
<br />3" 14 gage staples 16" o.c.
<br />24. Built-up girder and beams 20d common (4" ´ 0.192") 32" o.c.face nail at top and
<br />3" ´ 0.131" nail at 24" o.c.bottom staggered
<br />3" 14 gage staple at 24" o.c 2 - 20d on opposite sides
<br />2-20d common (4" ´ 0.192")face nail at ends
<br />3 - 3" ´ 0.131" nails and at each splice
<br />3 - 3" 14 gage staples
<br />25. 2" planks 16d common (31/2" ´ 0.162")at each bearing
<br />26. Collar tie to rafter 3 - 10d common (3" ´ 0.148")face nail
<br />4 - 3" x 0.131" nails
<br />4 - 3" 14 gage staples
<br />27. Jack rafter to hip 3 - 10d common (3" x 0.148")toenail
<br />4 - 3" ´ 0.131" nails
<br />4 - 3" 14 gage staples
<br />2 - 16d common (31/2" ´ 0.162")face nail
<br />3 -3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />28. Roof rafter to 2-by ridge beam 2 - 16d common (31/2" ´ 0.162")toenail
<br />3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />2-16d common (31/2" ´ 0.162")face nail
<br />3 - 3" ´ 0.131" nails
<br />3 - 3" 14 gage staples
<br />29. Joist to band joist 3 - 16d common (31/2" ´ 0.162")face nail
<br />4 - 3" ´ 0.131" nails
<br />4 - 3" 14 gage staples
<br />30. Ledger strip 3 - 16d common (31/2" ´ 0.162")face nail
<br />4 - 3" x 0.131" nails
<br />4 - 3" 14 gage staples
<br />31. Wood structural panels and 1/2" and less 6dc,1
<br />particleboardb 2 3/8" ´ 0.113" nailn
<br />Subfloor, roof and wall sheathing 1 3/4" 16 gageo
<br />(to framing)19/32" to 3/4"8dd or 6de
<br />2 3/8" ´ 0.113" nailp
<br />2" 16 gagep
<br />7/8" to 1"8dc
<br />1 1/8" to 1 1/4"10dd or 8dd
<br />Single Floor (combination subfloor-3/4"and less 6de
<br />underlayment to framing)7/8" to 1"8de
<br />1 1/8" to 1 1/4"10dd or 8de
<br />32. Panel siding (to framing)1/2" or less6df
<br />5/8"8df
<br />33. Fiberboard sheathingg 1/2"No. 11 gage roofing nailh
<br />6d common nail (2" ´ 0.113")
<br />No. 16 gage staplei
<br />25/32"No. 11 gage roofing nailh
<br />8d common nail (21/2" ´ 0.131")
<br />No. 16 gage staplei
<br />34. Interior paneling 3/8"1/4"4dj
<br />6dk
<br />TABLE 2304.9.1
<br />FASTENING SCHEDULE
<br />CONNECTION FASTENING LOCATION CONNECTION FASTENING LOCATION
<br />N1.0
<br />NO
<br />T
<br />E
<br />S
<br />DE
<br />S
<br />I
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<br />W
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<br />K
<br />DRAWN
<br />CHECKED
<br />R.H
<br />DATE
<br />11-18-2024
<br />SCALE
<br />JOB NO.
<br />24-031
<br />SHEET
<br />OF SHEETS
<br />90
<br />9
<br />-
<br />2
<br />4
<br />6
<br />-
<br />1
<br />2
<br />0
<br />4
<br />25
<br />5
<br />
<br />N
<br />
<br />D
<br />
<br />S
<br />T
<br />.
<br />
<br />S
<br />U
<br />I
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<br />E
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<br />4
<br />0
<br />1
<br />
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<br />,
<br />SA
<br />N
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<br />O
<br />,
<br />
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<br />A
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<br />9
<br />2
<br />4
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<br />1
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<br />25
<br />2
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<br />A
<br />
<br />9
<br />2
<br />7
<br />0
<br />4
<br />AD
<br />D
<br />R
<br />E
<br />S
<br />S
<br />NTS
|