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CITY OF SANTA ANA
<br />r�FNFRdI
<br />I, ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO
<br />SIMILAR SITUATION ELSEWHERE UNLESS OTHERWISE NOTED. NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE
<br />OVER GENERAL NOTES AND TYPICAL DETAILS,
<br />2, IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE DRAWINGS,
<br />3, SEE DRAWINGS FOR DOORS, WINDOWS, NON -BEARING INTERIOR AND EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS,
<br />DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES, ETC,
<br />4, CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL REPORT ANY DISCREPANCIES TO
<br />THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK AND MATERIALS INCLUDING
<br />THOSE FURNISHED BY SUB -CONTRACTORS.
<br />5, ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL
<br />BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/DESIGNER AND/OR THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH
<br />ANY OF THE WORK INVOLVED.
<br />ro, ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE GOVERNING BUILDING CODE.
<br />T
<br />8,
<br />9, REFER TO THE SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL ENGINEER
<br />WHERE APPLICABLE.
<br />10. CONTINUOUS (OR SPECIAL) INSPECTION SHALL MEAN INSPECTION DONE CONTINUOUSLY BY A REGISTERED DEPUTY INSPECTOR
<br />CURRENTLY LICENSED BY THE CITY OR GOVERNING AGENCY,
<br />11, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND IN AND AROUND THE JOB SITE AND/OR ADJACENT PROPERTIES,
<br />12, SHOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT/DESIGNER AND STRUCTURAL ENGINEER PRIOR
<br />TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN INTENT (MINIMUM OF 10 WORKING DAYS),
<br />13, DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS.
<br />14, PROVIDE DRAINAGE AT THE BASE OF RETAINING WALLS AND AT THE BASE OF ALL BASEMENT WALLS. SEE DETAILS.
<br />15, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY IN AND AROUND THE JOB SITE AND/OR ADJACENT PROPERTIES,
<br />Iro. THE CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING ALL EXCAVATIONS, TEMPORARY AND EXISTING STRUCTURES,
<br />AND PARTIALLY COMPLETED PORTIONS OF THE WORK TO ASSURE THE SAFETY OF ANY PERSON COMING IN CONTACT WITH THE WORK,
<br />17, THE CONTRACTOR SHALL TAKE ALL STEPS NECESSARY TO ENSURE THE PROPER ALIGNMENT OF THE STRUCTURE AFTER THE INSTALLATION
<br />OF ALL STRUCTURAL AND FINISH MATERIALS,
<br />18, CONTRACTOR SHALL NOTIFY ADJACENT PROPERTY OWNERS, IN WRITING, OF HIS INTENTION TO START THE WORK, AND THAT AN EXCAVATION
<br />WILL BE MADE, A MINIMUM OF 10 DAYS, BEFORE THE START OF WORK SO THAT PROPERTY OWNERS MAY PROTECT THEIR PROPERTY,
<br />CONCRETE
<br />CONCRETE
<br />STEEL REINFORCEMENT
<br />CONTINUOUS INSPECTION
<br />CONDITIONS
<br />CONCRETE F'c 6 28 DAYS
<br />N (YIELD) PSI
<br />REQUIRED
<br />CONT, FOOTINGS
<br />4,500 N, WT,
<br />r00,000
<br />NO
<br />TYPE V
<br />WATER TO CEMENT RATIO
<br />= MAX, 0,45
<br />CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7 DAYS
<br />FORMS FOR CONCRETE SHALL BE LEFT IN PLACE FOR 1 DAYS, OR THEY
<br />MAY BE STRIPPED AFTER 3 DAYS AND THEN COVERED WITH BURLAP
<br />WHICH SHALL BE KEPT WET FOR AN ADDITIONAL 7 DAYS.
<br />NO CURING COMPOUNDS SHALL BE USED UNLESS APPROVED BY THE THE ARCHITECT/ENGINEER
<br />IF CONTRACTOR SELECTS TO DEVIATE FROM THESE INSTRUCTIONS, ALL CRACKS AND
<br />OTHER DEFECTS SHALL BE PER FOR/AOR RECOMMENDATIONS IN CONTRACTORS EXPENSE
<br />NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN ABOVE, BUT WILL BE SUBJECT TO THE CODE
<br />REQUIREMENTS OF THE HIGHER RATE.
<br />I, CEMENT SHALL CONFORM TO ASTM C150, TYPE V. (U.N,O,)
<br />2, HARD ROCK AGGREGATE SHALL CONFORM TO ASTM C33, THEIR MAXIMUM SIZE SHALL BE I INCH FOR FOOTINGS, CAISSONS
<br />AND GRADE BEAMS AND I INCH FOR ALL OTHER WORK. PEA GRAVEL SHALL NOT BE USED WITHOUT WRITTEN PERMISSION OF
<br />ENGINEER.
<br />3, LIGHTWEIGHT AGGREGATES (CONFORM TO ASTM C330) SHALL BE APPROVED AND THEIR MAXIMUM SIZE SHALL BE 1/2" INCH,
<br />4, CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS: (U.N,O,)
<br />A)
<br />POURED AGAINST EARTH
<br />3 INCHES CLEAR
<br />B)
<br />EXPOSED TO EARTH, BUT POURED AGAINST FORMS
<br />2 INCHES CLEAR
<br />C)
<br />MAIN BARS IN COLUMNS AND BEAMS
<br />2 INCHES CLEAR
<br />D)
<br />STRUCTURAL SLAB
<br />I INCH CLEAR
<br />E)
<br />WALLS
<br />1 1/2 CLEAR
<br />F) SLABS ON GRADE
<br />AT CENTER
<br />5, ALL REINFORCING SHOWN CONTINUOUS SHALL BE LAPPED 40 DIAMETERS AT SPLICES AND SHALL BE MADE AWAY FROM
<br />POINTS OF MAXIMUM STRESS, MINIMUM LAP SHALL BE 24" LONG.
<br />ro, ALL REINFORCING STEEL, DOWELS AND ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO
<br />POURING CONCRETE.
<br />-1, CONTINUOUS INSPECTION IS REQUIRED FOR ALL CONCRETE IN EXCESS OF 2,500 PSI, (U,N,O,)
<br />8. ANCHOR BOLTS SHALL BE EMBEDDED INTO CONCRETE PER CODE
<br />9, DIMENSIONS ARE NOT FURNISHED TO SIMPSON "HAD" OR "PA" TYPE HOLDOWNS. IT IS THE RESPONSIBILITY OF THE
<br />CONTRACTOR'S SUPERINTENDENT, THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO LOCATE THESE
<br />ANCHORS IN THE EXACT LOCATION, REFER TO DETAILS FOR PROPER INSTALLATION, SEE STRUCTURAL AND PLANS,
<br />10, A STATEMENT OF MIX DESIGN SHALL BE MADE FOR CONCRETE DESIGNED BY METHOD I, THE AVERAGE TRIAL BATCH
<br />STRENGTH SHALL EXCEED THE SPECIFIED STRENGTH FCC BY 25 o OR 900 PSI, WHICHEVER IS THE LEAST,
<br />11, BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO ENSURE PROPER PLACEMENT OF ALL OPENINGS, SLEEVES,
<br />CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATING TO WORK,
<br />12, ONLY ONE KIND OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.
<br />13. ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED AND SHALL
<br />BE APPROVED BY THE ENGINEER.
<br />14, DRYPACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART SAND, WITH SUFFICIENT WATER TO ALLOW
<br />A SMALL AMOUNT OF PASTE TO COME TO THE SURFACE.
<br />15, CONCRETE GROUT SHALL BE NON -SHRINKING WIT SUFFICIENT WATER TO ALLOW POURING ULTIMATE COMPRESSIVE STRENGTH (F'C)
<br />AT 28 DAYS SHALL EQUAL 2,500 PSI, MIN,
<br />Iro, MIX THAT PRODUCES LOWEST SLUMP COMPATIBLE WITH PROPER PLACEMENT SHALL BE USED, THE MAXIMUM CONCRETE SLUMP
<br />SHALL BE 3 INCHES PLUS OR MINUS I INCH FOR SLABS ON GRADE AND 4 INCHES PLUS OR MINUS I INCH FOR ALL OTHER WORK,
<br />IT THE STRUCTURAL ENGINEER IF OTHER THAN SHOWN ON PLANS MUST APPROVE LOCATION OF CONSTRUCTION OR POUR JOINTS.
<br />10, NO PIPES OR DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS SHALL BE PLACED IN STRUCTURAL CONCRETE
<br />UNLESS SPECIFICALLY DETAILED. SEE THE MECHANICAL AND/OR ELECTRICAL DRAWINGS TO LOCATION OF SLEEVES THROUGH
<br />WALLS AND FLOORS,
<br />IS, REFER TO DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUND REQUIRED TO BE CAST IN CONCRETE AND SLAB
<br />DEPRESSIONS,
<br />20, REMOVAL OF FORMS: SUPPORTING VERTICAL SURFACES - MINIMUM 2 DAYS - SUPPORTING HORIZONTAL SURFACES
<br />MINIMUM 14 DAYS (U,N,O,). SEE SLAB SHORING NOTES,
<br />21, MAXIMUM WEIGHT OF LIGHTWEIGHT CONCRETE SHALL NOT EXCEED 110 PSF,
<br />22, CONTRACTOR TO PROVIDE STRUCTURAL ENGINEER WITH RESULTS OF CONCRETE COMPRESSION TESTS,
<br />WITHIN 24 HOURS OF TESTING. TESTING LABORATORY TO FAX/MAIL TEST RESULTS DIRECTLY TO STRUCTURAL ENGINEER.
<br />PREPARATION OF BUILDING SITE:
<br />ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE SOIL TO A DEPTH AT LEAST
<br />12 INCHES BELOW THE SURFACE OF THE GROUND IN THE AREA TO BE OCCUPIED
<br />BY THE BUILDING. ALL WOOD FORMS WHICH HAVE BEEN USED IN PLACING
<br />CONCRETE, IF WITHIN THE GROUND OR BETWEEN FOUNDATION SILLS AND THE
<br />GROUND, SHALL BE REMOVED BEFORE A BUILDING IS OCCUPIED OR USED FOR ANY
<br />PURPOSE, BEFORE COMPLETION, LOOSE OR CASUAL WOOD SHALL BE REMOVED
<br />FROM DIRECT CONTACT WITH THE GROUND UNDER THE BUILDING SEC. 251ro (B)
<br />REINFORCING STEEL:
<br />I, REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS CONFORMING TO ASTM A615 AS FOLLOWS UNLESS OTHERWISE SHOWN:
<br />A) * 3 BARS AND SMALLER GR40
<br />B) * 4 BARS AND LARGER GROG
<br />2, ELECTRIC WELDED WIRE MESH SHALL CONFORM TO ASTM A185 (EXCEPT AT SLABS ON GRADE WHICH MAY BE GR40),
<br />3, ALL BARS SHALL BE FREE OF LOOSE AND FLAKY RUST AND SCALE, GREASE, OR OTHER MATERIALS WHICH MIGHT AFFECT
<br />OR IMPAIR BOND.
<br />4, ALL BENDS TO BE MADE COLD.
<br />5, DO NOT WELD GRADE 60 REINFORCING UNLESS SPECIAL APPROVAL IS OBTAINED FROM STRUCTURAL ENGINEER.
<br />ro, ANCHOR BOLTS: A-301
<br />FRAMING LUMBER:
<br />I, 2X FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH *2 UNLESS NOTED OTHERWISE, AND GRADE MARKED PER WCLIB SPECIFICATION,
<br />2, STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO COMMERCIAL STANDARDS PSI-95,
<br />STRUCTURAL I EXTERIOR TYPE GRADE C-D
<br />3, NAILING SHALL CONFORM TO CBC. UNLESS OTHERWISE NOTED, GRADE STAMPED APA. SUBSTITUTIONS FOR FRAMING
<br />HARDWARE SHALL NOT BE USED, UNLESS APPROVED.
<br />4, USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS, SOLID BLOCKING UNDER WALLS OR PARTITIONS MUST BE
<br />PERPENDICULAR TO JOISTS,
<br />5, MAX, MOISTURE CONTENT SHALL NOT EXCEED IIB% FOR ALL STRUCTURAL MEMBERS.
<br />ro, PROVIDE WASHERS UNDER HEADS 4 NUTS OF ALL BOLTS 4 LAG SCREWS BEARING ON WOOD,
<br />T BOLT HOLES MUST BE NOMINAL DIAMETER OF BOLTS PUS I/lro' UNLESS OTHERWISE NOTED.
<br />8, ALL STRUCTURAL BEAMS AND HEADERS (4X AND LARGER) SHALL BE DOUGLAS FIR -LARCH *1 UNLESS NOTED OTHERWISE.
<br />CONTfR,4CT0% TO VERIFY ,4LL EXISTING CONTINUOUS
<br />FOOTING6 4 COMPARE TO FOUND,4TION FLAN FRIOR
<br />TO BIDDING OR STARTING THE J05
<br />ALL FOOTINGS SHALL BE FOUNDED INTO NATURAL UNDISTURBED SOIL
<br />IN THE EVENT THE EXCAVATION REVEALS UNFAVORABLE CONDITIONS
<br />THE SERVICE OF SOIL ENGINEER AND/OR GEOLOGIST MAY BE REQUIRED.
<br />FASTENER SCHEDULE:
<br />FASTENERS FOR PIRESRVATIVE-TREATED SHALL BE HOT
<br />DIPPED ZING -COATED GALVANIZED STEEL,
<br />STAINLESS STEEL, SILICON BRONZE OR COPPER,
<br />RESIDENTIAL NAILING SCHEDULE
<br />TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
<br />ITEM
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />NUMBER AND TYPE OF FASTENER a, b, c
<br />SPACING OF FASTENERS
<br />Roof
<br />4-8d box (2 1/2 x 0. 3")or
<br />1
<br />Blocking between joists or rafters to to late, tnail
<br />g 1 p p toe
<br />3-8d (21/2" x 0.113"); or
<br />3-10d box (3"x0.128");or
<br />Toe nail
<br />34' 0.131" nails
<br />4-8d box (2 '/2 x 0.113" )or
<br />2
<br />Ceiling joists to plate, toe nail
<br />3-8d (21/2" x 0.113"); or
<br />3-10d box (3"x0.128");or
<br />Perjoist, toe nail
<br />3-3"x0.131" nails
<br />Ceiling joists not attached to parallel rafter, laps over
<br />4-10d box (3"x0.128");or
<br />3
<br />partitions, face (see SectionsR802.5.2 and Table
<br />3-16d common (3 1/2" x 0.162");or
<br />Face nail
<br />R802.5.2(1))
<br />4-3"x0.131" nails
<br />Ceiling joist attached to parallel rafter (heel joint)
<br />4
<br />(see Sections R802.5.2 and Table R802.5.2(1))
<br />Table R802.5.2(1)
<br />Face nail
<br />Collar tie to rafter, face nail or 11/4" x 20 gage ridge
<br />4-10d box (TW.128"); or
<br />5
<br />strap to rafter
<br />3-10d common (3" x 0.148"); or
<br />Face nail each rafter
<br />4-3"x0.131 nails
<br />3-16d box nails (31/2" x 0.135") or
<br />6
<br />Rafter or roof truss to plate
<br />3-10d common nails (Y x 0.148"); or
<br />2 toe nails on one side and 1 toe nail on opposite
<br />4-10d box (3"x0.128"); or
<br />side of each rafter or truss
<br />4-3"x0.131" nails
<br />4-16d (31/2" x 0.135"); or
<br />3-10d common (Y x 0.148"); or
<br />4-10d box (Y 0.128"); or
<br />Toe nail
<br />7
<br />Roof rafters to ridge, valley or hip rafters or roof rafter t
<br />4-3" x 0.131 nails
<br />minimum 2" ridge beam
<br />3-16d box (31/2" x 0.135"); or
<br />3-16d common (31/2" x 0.148"); or
<br />3-10d box (Y 0.128"); or
<br />End nails
<br />3-3" x 0.131 nails
<br />Wall
<br />16d common (3'/2 " x 0.162")
<br />24" o. c. face nail
<br />8
<br />Stud to stud (not at braced wall panels)(
<br />1 Od box x ; or
<br />Yx 0.131" nails
<br />16" o. c. face nail
<br />Stud to stud and abutting studs at intersecting wall
<br />16d box (31/2" x 0.135"); or
<br />12" o.c.
<br />9
<br />corners (at braced wall panels)
<br />3" x 0.131" nails
<br />common 2 x
<br />16" o.c. face nail
<br />10
<br />Built-up header (2" to 2" header with 1/2" spacer
<br />16d common (31/2" x 0.162")
<br />o.c. each edge face nail
<br />ox T3 MY' x
<br />o.c. each edge face nail
<br />5-8d box (21/2" x 0.113"); or
<br />11
<br />Continuous header to stud
<br />4-8d common (2'/2"x 0.131"); or
<br />Toe nail
<br />4-10d box (Y x 0.128")
<br />d common /2" x
<br />16" o.c. face nail
<br />12
<br />Top plate to top plate
<br />Od box 3 x 0. 28 ; or
<br />3" x 0.131" nails
<br />12" o.c. face nail
<br />8-16d common (31/2" x 0.162"); or
<br />13
<br />Double top plate splice
<br />12-16d box (3 '/2" x 0.135"); or
<br />Face nail on each side of end joist (minimum 24" la
<br />12-10d box (Y x 0.128"); or
<br />splice length each side of end joint)
<br />12-3" x 0.131 nails
<br />16" o.c. face nail
<br />Bottom late to joist, rim joist, band joist or blocking no
<br />p 1 1 1 9(
<br />16d common (3 1/2" x 0.162")
<br />box 2 x ; or
<br />12 " o.c. face nail
<br />14
<br />at braced wall panels)
<br />3" x 0.131" nails
<br />ITEM
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />NUMBER AND TYPE OF
<br />FASTENER a, b, c
<br />SPACING OF FASTENERS
<br />Bottom plate to joist, rim joist, band joist or blocking (at
<br />3-16d box (31/2" x 0.135"); or
<br />2-16d x
<br />3 each 16" o.c. face nail
<br />15
<br />braced wall panels)
<br />common (31/2" 0.162"); or
<br />2 each 16" o.c. face nail
<br />4-3" x 0.131 nails
<br />4 each 16" o.c. face nail
<br />4-8d box (2 ''/2" x 0.113"); or
<br />3-16d box (31/2" x 0.135"); or
<br />4-8d common (21/2" x 0.131"); or
<br />Toe nail
<br />4-10d box (Y x 0.128"); or
<br />16
<br />Top or bottom plate to stud
<br />4-3" x 0.131 nails
<br />3-16d box (3 1/2" x 0.135"); or
<br />2-16d common (3 1/2" x 0.162"); or
<br />3-10d box (Yx 0.128"); or
<br />End nail
<br />3-3" x 0.131 nails
<br />3-10d box (Y x 0.128"); or
<br />17
<br />Top plates, laps at corners and intersections
<br />2 -16d common (3 1/2" x 0.162"): or
<br />Face nail
<br />3-3" x 0.131 nails
<br />3-8d box (21/2" x 0.113"); or
<br />18
<br />1" brace to each stud and plate
<br />2-8d common (2'/2"x 0.131"); or
<br />2010d box (3" x 0.128"); or
<br />Face nail
<br />2 staples 13/4" x
<br />3-8d box (21/2" x 0.113"); or
<br />19
<br />1" x 6" sheathing to each bearing
<br />2-8d common (2 ''/2" x 0.131 "); or
<br />2-10d box (Y x 0.128"); or
<br />Face nail
<br />2 staples, 1" crown, 16 ga., 1 3/4" Ion
<br />3-8d box (21/2" x 0.113"); or
<br />3-8d common (2 1/2" x. 0.131"); or
<br />3-10d box (Y x 0.128"); or
<br />3 staples 1" crown, 16 ga., 1 W long
<br />20
<br />1" x 8" and wider sheathing to each bearing
<br />Face nail
<br />Wider than 1" x 8"
<br />4-8d box (2 1/2" x 0.113"); or
<br />3-8d common (2 1/2" x 0.131"); or
<br />3-10d common (Y x 0.128"); or
<br />4 staples, 1" crown, 16 ga., 13/4" long
<br />Floor
<br />4-8d box (21/2" x 0.113"); or
<br />21
<br />Joist to sill, top plate or girder
<br />3-8d common (2 1/2" x 0.131"); or
<br />3-10d box (Yx 0.128"); or
<br />Toe nail
<br />3-3" x 0131" nails
<br />8d box (21/2" x 0.113")
<br />4" o.c. toe nail
<br />22
<br />Rim joist, band joist or blocking to sill or top plate
<br />common 2 x ; or
<br />6" o.c. toe nail
<br />(roof application also)
<br />10d box (Y x 0.128"); or
<br />3" x 0.131" nails
<br />3-8d box (21/2" x 0.113"); or
<br />23
<br />1" x 6" subfloor or less to each joist
<br />2-8d common (2 1/2" x 0.131"); or
<br />3-10d box (Y x 0.128"); or
<br />Face nail
<br />2 staples, 1" crown, 16 ga., 1 3/4" Ion
<br />24
<br />2" subfloor to joist or girder
<br />1 9
<br />d box /2" x 5"
<br />2-16d common (3 1/2 " x 0.162")
<br />Blind or face nail
<br />25
<br />2" planks (plank & beam - floor & roof)
<br />3-16d box (31/2" x 0.135"); or
<br />2-16d common (3 /2" x 0.162")
<br />At each bearing
<br />d common 3 '/2" x 0. 162")
<br />26
<br />Band or rim joist to joist
<br />4-10 box (Y x 0.128"), or
<br />End nail
<br />4-3" x 0.131" nails, or
<br />4-3" x 14 ga. staples, 7/16" crown
<br />Nail each layer as follows: 32" o.c. at top and
<br />20d common (4" x 0.192"); or
<br />bottom and staggered.
<br />10d box (Y x 0.128"); or
<br />24" o.c. face nail at top and bottom staggered on
<br />27
<br />Built-up girders and beams, 2-inch lumber layers
<br />3" x 0,131" nails
<br />opposite sides.
<br />And:
<br />2-20d common (4" x 0.192J; or
<br />Face nail at ends and at each splice
<br />3-10d box(3 '/2" x 0.128"); or
<br />3-3" x 0.131" nails
<br />4-1 6d box /2" x 0. 135"); or
<br />28
<br />Ledger strip supporting joists or rafters
<br />3-16d common (31/2" x 0.162"); or
<br />4-10d box (Y x 0.128"); or
<br />At each joist or rafter, face nail
<br />4-3" x 0.131 nails
<br />29
<br />Bridging to joist
<br />2-10d (Y x 0.128"), or 2-8d common
<br />Each end, toe nail
<br />(2 1/2" x 0.131"; or 2- 3" x 0.131") nails
<br />ITEM
<br />DESCRIPTION OF BUILDING
<br />DESCRIPTION OF FASTENER b, c, e
<br />SPACING OF FASTENERS
<br />EXPANSIVE SOIL REQUIREMENTS:
<br />NOTE: ALL SOIL ARE TO BE CONSIDERED EXPANSIVE UNLESS NOTED OTHERWISE
<br />(SOIL REPORT ETC.)
<br />FOOTING MUST MINIMUM REQUIREMENTS:
<br />1, DEPTH OF FOOTINGS BELOW THE NATURAL AND FINISH GRADES
<br />SHALL NOT BE LESS THAN 24 INCHES FOR EXTERIOR AND 18
<br />INCHES FOR INTERIOR FOOTINGS.
<br />2, EXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL BE
<br />SUPPORTED ON CONTINUOUS FOOTING
<br />3, FOOTINGS SHALL BE REINFORCED WITH 1/2" DIAMETER DEFORMED
<br />REINFORCING BARS, TWO BARS SHALL BE PLACED 4 INCHES OF THE
<br />BOTTOM OF THE FOOTING AND TWO BARS WITHIN 4 INCHES OF THE
<br />TOP OF THE FOOTINGS,
<br />4, THE SOIL BELOW AN INTERIOR CONCRETE SLAB SHALL BE SATURATED
<br />WITH MOISTURE TO A DEPTH OF 18" PRIOR TO PLACING THE CONCRETE,
<br />5, CONCRETE FLOOR SLABS ON GRADE SHALL BE PLACED ON A 4 INCH
<br />OF 1/2" OR LARGER OF CLEAN AGGREGATE.
<br />10 MIL VAPOR BARRIER SHOULD BE PLACE OVER THE BASE AND IN DIRECT
<br />CONTACT WITH THE CONCRETE. THE SLABS SHALL BE AT LEAST 3,5" THICK AND
<br />SHALL BE REINFORCED WITH *4 BARS, SPACED AT INTERVALS NOT
<br />EXCEEDING 16 INCHES EACH WAY,
<br />(APPLIES TO SLABS ON APPROVED FILL GROUND AS WELL),
<br />HARDWARE
<br />LARR #
<br />ICC-ES ESR#
<br />HOU HOLD-DOWNS
<br />25720
<br />2330
<br />MST STRAPS, CMST12, CMST14
<br />25713
<br />2105
<br />A34, A35
<br />25814
<br />ER- 112
<br />LTP4
<br />25814
<br />3096
<br />JOIST HANGERS
<br />25800; 25802-804
<br />2615; 3445; 2553
<br />SIMPSON 'SET-XP' EPDXY
<br />25744
<br />4057
<br />H2.5
<br />25718
<br />2105
<br />HARDY FRAME WALL
<br />25759
<br />2089
<br />PARALLAM BEAMS
<br />25202
<br />1387
<br />SHEAR WALL SCHEDULE NOTE: USE STRUCT—I PLYWOOD OR OSB
<br />DESCRIPTION
<br />PANEL NAILING
<br />BLKG. TO PLATE
<br />PLATE TO BLKG.
<br />ANCHOR BOLTS
<br />ANCHOR
<br />ALLOWAE
<br />LE
<br />TYPE
<br />OF SHEAR
<br />CONNECTION
<br />CONNECTION
<br />SILL PLATE TO
<br />BOLTS
<br />SHEAR LC
<br />bkD
<br />WALL MATERIAL
<br />PERIMETER FIELD
<br />REQUIREMENTS
<br />REQUIREMENTS
<br />FOUND CONN.
<br />EMB.
<br />PLF
<br />VSTRUCTURAL
<br />15/32" PLYWOOD
<br />I0d @
<br />10d @
<br />A35 @
<br />16" O.C. OR
<br />20d NAILS
<br />5/8" 0 @ 48" O.C.
<br />OR
<br />9"
<br />255
<br />I
<br />6" O.C.
<br />12" O.C.
<br />LPT4 @ 16" O.C.
<br />@ 6" O.C.
<br />3/4" 0 @ 6'4" O.C.
<br />9"
<br />IS32" PLYWOOD
<br />@
<br />A35 @
<br />12" O.C. OR
<br />SIDS I/4"x 6
<br />5/8" 0 @ 32" O.C.
<br />OR
<br />9"
<br />380
<br />S
<br />STRUCTURAL I
<br />O.C.IOd
<br />4"" .
<br />12" O.C.
<br />LPT4 @ 12" O.C.
<br />@ 8" O.C.
<br />3/4" 0 @ 48" O.C.
<br />9"
<br />S.W.8 NOTES
<br />FOR
<br />Master I
<br />Date:
<br />1, THIS NAILING SCHEDULE IS FOR COMMON NAILS. THIS IS IN ADDITION TO THE MINIMUM NAILING REQUIRED BY CBC,
<br />(USE COMMON NAILS ONLY SEE NAILING SCHEDULE ON THIS SHEET),
<br />2, SPACING OF A35, 16D NAILS, AND ANCHOR BOLTS SHALL BE REDUCED BY 1/2, IF PLYWOOD SHEATHING OCCURS ON BOTH
<br />SIDES OF WALL. ANCHOR BOLT SPACING SHOWN ON FOUNDATION PLAN IS MINIMUM, UNLESS NOTED OTHERWISE.
<br />3, USING ALLTHREAD ANCHORS WITH SIMPSON SET EPDXY XP (3 DIA. EDGE DISTANCE),
<br />4, USE 3 DIA EDGE DISTANCE.
<br />MATERIALS
<br />Edges
<br />Intermediate supports c, e
<br />(inches)i
<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 />6d common (2" x 0.113") nail (subfloor wall)j
<br />30
<br />3/8" - 112"
<br />8d common (21/2" x 0.131") nail (roof); or RSRS-01(2%" x
<br />6
<br />12f
<br />0.113" nail (roof) j
<br />8d common nail (21/2" x 0.131"); or RSRS-01; (2%" x
<br />31
<br />19/32" - 1"
<br />0.113") nail (roof)j
<br />6
<br />12f
<br />d common " x 48"nail or
<br />32
<br />11/8" - 11/4"
<br />8d (21/2" x 0.131") deformed nail
<br />6
<br />12
<br />Other wall sheathing
<br />33
<br />1/2" structural cellulosic
<br />11/2" galvanized roofing nail, 7/16" head diameter or
<br />3
<br />6
<br />fiberboard sheathing
<br />1'/4" long 16 ga. Staple with 7/16" or 1" crown
<br />34
<br />25/32" structural cellulosic
<br />13/4" galvanized roofing nail, 7/16" head diameter or
<br />3
<br />6
<br />fiberboard sheathing
<br />1'/2" long 16 ga. Staple with 7/16" or 1" crown
<br />35
<br />1/2" gypsum sheathing d
<br />11/2" galvanized roofing nail; staple galvanized,
<br />7
<br />7
<br />11/2" long; 11/4 screws, Type W or S
<br />36
<br />5/8" gypsum sheathing d
<br />13/4" galvanized roofing nail; staple galvanized,
<br />7
<br />7
<br />15/8" long; 1 5/8"screws, Type W or S
<br />Wood structural panels, combination subfloor underlayment to framing
<br />6d deformed (2" x 0.120") nail or
<br />37
<br />3/4" and less
<br />8d common (21/2" x 0.131") nail
<br />6
<br />12
<br />8d common (21/2" x 0.131") nail or
<br />38
<br />7/8" 1"
<br />8d deformed (21/2" x 0.120") nail
<br />6
<br />12
<br />10d common (Y x 0.148") nail or
<br />39
<br />11/8"- 11/4"
<br />8d deformed (21/2" x 0.120") nail
<br />6
<br />12
<br />For SI: 1 inch = 25.4 mm, 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 have minimum
<br />average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but
<br />not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. Connections using nails and staples of other materials such as stainless steel,
<br />shall be designed by accepted engineering practice or approved under Section R104.11
<br />b. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
<br />c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches 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 ridges, nails
<br />shall be spaced at 4 inches on center where the ultimate design wind speed is greater than 130 mph in Exposure B or greater than 110 mph in Exposure C.
<br />g. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with ASTM C 1280 or GA 253. Fiberboard sheathing shall conform
<br />to ASTM C 208.
<br />h. Spacing of fasteners on floor sheathing panel edges applies to panel edge supported by framing members and required blocking and at floor perimeters
<br />only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or
<br />floor sheathing panel edges perpendicular to the framing members need not be provided except as required by other provisions of this code. Floor
<br />perimeter shall be supported by framing members or solid blocking.
<br />j. 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 and toe nails
<br />from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required
<br />❑ The fastener schedule
<br />ildinq elements used in wood
<br />Ina and Buildina A ency I
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<br />MIT IkSUANC
<br />OMIT UmBSKY
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<br />R(OURR MRS, CA 91301
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