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CITY OF SANTA ANC
<br />v_K:
<br />racy i
<br />GENERAL:
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />CONSTRUCTION NOTES:
<br />All work performed shall be in accordance with the 2022 California
<br />Building Code.
<br />Where no specific detail, section or indication is given, typical or
<br />approved standard practice details are to be used.
<br />The contractor shall verify all dimensions shown on plans and
<br />existing field conditions. In case of any discrepancies, the
<br />engineer shall be contacted before proceeding with the work.
<br />The contractor shall coordinate all structural work with the
<br />architectural, mechanical, plumbing, and any other related drawings
<br />and notifies the engineer of any discrepancies.
<br />Contractor shall verify location and size of floor, roof and wall
<br />openings with other drawings. Openings not shown on structural
<br />drawings are not permitted.
<br />FOUNDATION:
<br />1. All site recommendations related to grading and foundations were
<br />assumed using code minimums at the absence of a soils report.
<br />2. All exterior continuous footings shall extend into firm natural soil or
<br />approved compacted fill a minimum of 24".
<br />3. All interior footings shall extend into firm natural soil or approved
<br />compacted fill a minimum of 18".
<br />M
<br />5
<br />0
<br />7
<br />I
<br />Q
<br />10
<br />Garage slab should be poured separately from the residence footings.
<br />A positive separation should be maintained with expansion joint materials
<br />to permit relative movement (WHERE APPLIES).
<br />All trench excavations should conform to CAL -OSHA and local safety
<br />codes. All utilities trench backfill should be brought to near optimum
<br />moisture content and then compacted to obtain a minimum relative
<br />compaction of 90 percent of ASTM D-1 557-91 .
<br />Excavations adjacent to existing buildings or walls shall not extend
<br />below an angle of 45 degrees from the bottom of the footings of
<br />these adjacent structures, or the contractor shall provide adequate
<br />shoring for the excavations.
<br />Where existing footings, concrete slabs, pipes, utilities or other buried
<br />items are removed, the disturbed (loose) soil shall be removed and
<br />recompacted to a minimum of 90% of maximum density.
<br />All fills shall be compacted to a minimum of 90% of maximum density
<br />in accordance with ASTM D-1 557-91 . Fill shall be placed under the
<br />supervision of, tested and certified by, an approved soils engineer.
<br />The soil engineer shall inspect all excavations, removal of superficial and
<br />unsuitable soils, and utility trench backfill.
<br />All residential foundation shall be setback from the descending slope
<br />surface a minimum horizontal distance of H/3 but need not exceed 40
<br />f eet.
<br />All new footing shall be 24" min. embedment and bellow adjacent
<br />lower grade for without soil report.
<br />CONCRETE:
<br />1. All concrete shall be made with stone aggregate and shall attain
<br />a minimum compressive strength at 28 days of 2500 psi. The
<br />type V cement, 0.45 water cement ratio without soil report.
<br />Maximum concrete slump shall be 3" - 4".
<br />2. Special inspection by a certified inspector shall be provided for
<br />structural concrete when the structural design is based on f'c in
<br />excess of 2500 psi.
<br />3. Cement for concrete. Mortar, and grout shall be Type V
<br />conforming to ASTM C-150. Aggregates shall conform to ASTM C-33
<br />and shall not exceed 1 " in size.
<br />4. The engineer shall approve location of all construction joints.
<br />5. No pipes or ducts, other than conduits, shall be placed in structural
<br />concrete unless specifically shown on plans. Aluminum conduit shall not
<br />be used.
<br />6. Drypack shall be 1:3 cement sand mix.
<br />STRUCTURAL AND MISCELLANEOUS STEEL:
<br />1. All detailing, erection, and fabrication shall conform to the
<br />latest edition of AISC specifications.
<br />2. Welding electrode shall be AWS E70XX or equal. Welding to
<br />be
<br />designed for half stresses. Non -continuous inspection by a
<br />Deputy
<br />Inspector is required.
<br />3. All welding processes and inspection procedures shall conform
<br />to
<br />the American Welding Society Specification D1.0 latest edition.
<br />Welding shall be performed by City of Los Angeles certified
<br />welders
<br />in a shop of an approved fabricator. All field welding shall
<br />be
<br />performed under continuous inspection or a Special Deputy
<br />Inspector
<br />approved by local building Department.
<br />4. Steel fabricator shall submit shop drawings to the engineer
<br />for
<br />review prior to fabrication.
<br />5. A certificate of fabrication from the fabricating shop or a
<br />report from the special inspector must be furnished to the
<br />local
<br />Building Department prior to framing approval.
<br />WOOD FRAMING:
<br />1. Framing lumber shall be Douglas Fir -Larch, grade marked by
<br />W.W. P.A. or W.C.L.I.B. as follows, unless noted on plans:
<br />Vertical Framing
<br />2" x 4" Standard Grade or Better
<br />2" x 6" and Larger No. 2 Grade or Better
<br />4" x 4" and Larger No. 1 Grade or Better
<br />HORIZONTAL FRAMING:
<br />a
<br />3
<br />:1
<br />I
<br />N
<br />7.
<br />K
<br />10
<br />12
<br />13
<br />7. All anchor bolts, dowels and other inserts shall be placed before pouring14
<br />concrete.
<br />REINFORCING STEEL:
<br />2.
<br />3.
<br />N
<br />5
<br />All detailing, erection, and fabrication of reinforcing and accessories sha1115
<br />conform to the Manual of Standard Practice of the Concrete Reinforcing
<br />Steel Institute.
<br />Reinforcing steel shall conform to ASTM A-615, Grade 60.
<br />Reinforcing shown continuous shall be lapped 40 bar diameters 16
<br />(24" minimum) in concrete, unless noted otherwise.
<br />Reinforcing shall have the following minimum cover:
<br />Concrete poured against earth 3-inch 17
<br />Formed concrete -exterior face 2-inch
<br />Welded wire mesh shall conform to ASTM A-1 85. Lap one full mesh 18
<br />plus 2" at splice.
<br />2" x & 4" x No. 2 Grade or Better.
<br />6" x and Larger No. 1 Grade or Better
<br />Plywood roof and floor sheathing shall be as noted on plans.
<br />Plywood for shear walls shall be a minimum Structural II. All sheets
<br />shall conform to PS-1 -09 and shall be bonded with exterior glue.
<br />Each plywood sheet shall have a minimum area of 8 square feet
<br />and a minimum dimension of 2 feet in any direction. Plywood shall be
<br />installed with joints staggered in adjacent sheets, with each sheet
<br />continuous over 2 or more supports and the face grain
<br />perpendicular to supports for floor and roof sheathing, and
<br />parallel to supports for wall sheathing.
<br />All nails shall be common wire nails with minimum nailing per Table
<br />R602.3(1) of the California Residential Code, unless shown otherwise.
<br />All framing hardware shown are strong -Tie Connectors as
<br />manufactured by the Simpson Company, unless noted otherwise. All
<br />hardware to be installed per manufacturer's recommendations.
<br />Bolts shall conform to ASTM A-307. Provide washers under all
<br />bolts, nuts, and screw heads.
<br />Provide double joists under all parallel walls and solid blocking
<br />under walls perpendicular to floor joists.
<br />Anchor bolts shall be 5/8" in diameter by 10"long with 3"x3"x1/4" MIN.
<br />washers embedded 7" minimum into concrete or masonry, unless
<br />noted otherwise on plans. See shear wall schedule and plans for
<br />spacing. Install a minimum of 2 bolts in each piece of pressure
<br />treated sill plate, with the first bolt within 12" of the end of the
<br />plate.
<br />Joists or rafters framing from opposite sides of beams or walls
<br />shall be lapped a minimum of 4" and spliced with 4-16d nails, unless
<br />noted otherwise on plans.
<br />Beams built-up with more than 2-2% members shall have all
<br />pieces full length and shall have 1/2" bolts at 18" O.C. staggered
<br />top and bottom 3" from the edges, with the first bolt 3-1/2" from
<br />the end.
<br />All flush framed 2% connections shall be made with Simpson "LUP"
<br />series hangers, unless noted otherwise on the plans.
<br />All flush framed 2% and larger connections shall be made with
<br />Simpson "B" series hangers, unless noted otherwise on the plans.
<br />Lap all 2x top plates a minimum of 4'-0" at splices and nail with
<br />10-16d on each side of each splice, unless noted otherwise on the
<br />plans. Where top or sill plates are cut, use a 1 /8" x 1-1/2" metal
<br />strap with 10-16d on each side of cut.
<br />Studs may be cut or notched to a maximum depth of 25% of the
<br />width. Bored holes shall not be nearer than 5/8" to the edge of
<br />a stud and shall not exceed 40% of stud width.
<br />Joists or rafters may be notched at top or bottom a maximum
<br />of one -sixth of depth, but not within middle third of span. Holes
<br />bored in joists or rafters shall not be nearer than 2" to the
<br />edge and shall not exceed one-third of the joist or rafter depth.
<br />Notching of exterior and bearing/nonbearing walls shall not exceed
<br />25%/40% respectively. Bored holes in bearing/nonbearing
<br />walls shall not exceed 40%/60% respectively.
<br />Roof diaphragm nailing to be inspected before covering. Face
<br />grain of plywood shall be perpendicular to supports.
<br />Floors shall have tongue and groove or blocked panel edges.
<br />Plywood spans shall conform.
<br />CRC TABLE R602.3(1)
<br />FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
<br />NUMBER AND TYPE
<br />SPACING OF
<br />ITEM
<br />DESCRIPTION OF BUILDING ELEMENTS
<br />OF FASTENER a,b,c
<br />FASTENERS
<br />ROOF
<br />1.
<br />Blocking between joists or rafters to top plate, toe nail
<br />3-8d (21 /2" x 0.1 13")
<br />2.
<br />Ceiling joists to plate, toe nail
<br />3-8d (21 /2" x 0.1 13")
<br />3.
<br />Ceiling joists not attached to parallel rafter, laps over partitions, face nail
<br />3-1Od
<br />4.
<br />Collar tie rafter, face nail or 11 14" X 20 gage ridge strop
<br />3-10d (3" x 0.128")
<br />5.
<br />Rafter to plate, toe nail
<br />Roof rafters to ridge, valley or hip rafters:
<br />2-16d (3 1/2" x 0.135")
<br />6.
<br />toe nail
<br />4-16d
<br />x 0.135face
<br />nail
<br />�311/2"
<br />3-16d 31 /2" x 0.135
<br />WALL
<br />7.
<br />Built-up corner studs
<br />10d (3" x 0.128")
<br />24" O.C.
<br />8.
<br />Built-up header, two pieces with 1/2" spacer
<br />16d (3 1/2" x 0.135")
<br />16" o.c. along
<br />each edge
<br />9.
<br />Continued header, two pieces
<br />16d (3 1/2" x 0.135")
<br />16" o.c. along
<br />each edge
<br />10.
<br />Continuous header to stud, toe nail
<br />4-8d 2 1/2" x 0.113"
<br />11.
<br />Double studs, face nail
<br />IOd (3" x 0.128")
<br />24" O.C.
<br />12.
<br />Double top plates, face nail
<br />IOd (3" x 0.128")
<br />24" O.C.
<br />13.
<br />Double top plates, min. 48" offset of end joints, face nail in lapped area
<br />8-16d 31 2 x 0.135
<br />14.
<br />Sole plate to joist or blocking, face nail
<br />16(3172T x 0.135
<br />16" O.C.
<br />15.
<br />Sole plate to joist or blocking at braced wall panels
<br />3-16d (3 1/2" x 0.135")
<br />16" O.C.
<br />16.
<br />Stud to sole plate, toe nail
<br />3-8d (2 1/2" x 0.1 13")
<br />-
<br />or
<br />2-16d 3 1/2" x 0.135"
<br />17.
<br />Top or sole plate to stud, end nail
<br />2-16d 3 1/2" x 0.135"
<br />18.
<br />Top plates, laps at corners and intersections, face nail
<br />2-10d (3"x 0.128")
<br />19.
<br />1" brace to each stud and plate, face nail
<br />2-8d (2 1/2" x 0.113")
<br />2 staples 1 3/4"
<br />20.
<br />1" x 6" sheathing to each bearing, face nail
<br />2-8d (2 1/2" x 0.113")
<br />2 staples 1 3/4"
<br />21.
<br />1" x 8" sheathing to each bearing, face nail
<br />2-8d (2 1/2" x 0.1 13")
<br />3 staples 1 3/4"
<br />22.
<br />Wider than 1" x 8" sheathing to each bearing, face nail
<br />3-8d (2 1/2" x 0.113")
<br />4 staples 1 3/4"
<br />FLOOR
<br />23.
<br />Joist to sill or girder, toe nail
<br />3-8d (2 1/2" x 0.113")
<br />24.
<br />1" x 6" subfloor or less to each joist, face nail
<br />2-8d (2 1/2" x 0.1 13")
<br />2 staples 1 3/4"
<br />25.
<br />2" subfloor to joist or girder, blind and face nail
<br />2-16d (3 1/2" x 0.135")
<br />26.
<br />Rim joist to top plate, toe nail (roof applications also)
<br />8d (21 1 t x 0.1 13")
<br />6" O.C.
<br />27.
<br />2" planks (plank & beam -floor & roof)
<br />2-16d (3 1/2" x 0.135")
<br />At each bearing
<br />Nail each layer as
<br />follows:
<br />32'o.c. at top an
<br />28.
<br />Built-up girders and beams, 2-inch lumber layers
<br />lad (3" x 0.128")
<br />bottom and
<br />staggered.Two nail
<br />at ends and at
<br />each splice.
<br />29.
<br />Ledger strip supporting joists or rafters
<br />3-16d (3 1 2" x 0.135")l
<br />At ea joist or RR
<br />For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 mis; Iksi = 6.895 MPa.
<br />a. All nails are smooth -common, box or deformed shanks except where otherwise stated. nails used for framing and sheathing
<br />connections shall have minimum average bending yield strengths as shown: 80 KSI for shank diameter of 0.192 inch (20d
<br />common nail), 90 KSI for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 KSI for shank
<br />diameters of 0.142 inch or less.
<br />b. Nails are 16 gage wire and have a minimum 7/16-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 inches or greater.
<br />d. Four-foot-by-8-foot or 4-foot-by-9-foot panels shall be applied \erticolly.
<br />e. Spacing of fasteners not included in this table shall be based on table r602.3(2).
<br />f. For regions having basic wind speed of 110 mph or greater, 8d deformed ( 2 Y2" x 0.120) nails shall be used for attaching
<br />plywood and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean
<br />roof height is more than 25 feet, up to 35 feet maximum.
<br />g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable
<br />end wall framing shall be spaced 6 inches on center. when basic wind speed is greater than 100 mph, nails for attaching panel
<br />roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves
<br />and gable end walls; and 4 inches on center to gable end wall framing.
<br />h. Gypsum sheathing shall conform to astm c 1396 and shall be installed in accordance with go 253. fiberboard sheathing shall
<br />conform to ASTM C 208.
<br />i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required
<br />blocking and at all floor perimeters only. spacing of fasteners on roof sheathing panel edges applies to panel edges supported by
<br />framing members and required blocking. blocking of roof or floor sheath-ing panel edges perpendicular to the framing members
<br />need not be provided except as required by other provisions of this code. floor perimeter shall be supported by framing members
<br />or solid blocking.
<br />Earthquake design data
<br />Seismic importance factor.
<br />and occupancy category
<br />II-2
<br />Story Shear Vx
<br />8.38(K)
<br />Mapped spectral response
<br />accelerations S.s.
<br />1.51g
<br />Total weight of building
<br />45.89(K)
<br />Mapped spectral response
<br />accelerations S.1.
<br />0.50 g
<br />Seismic respponse coefficient(s).
<br />Cs(max)
<br />0.84 g
<br />Site Class
<br />D
<br />Response modification factor(s). R
<br />6.5
<br />Spectral response coefficient SDS.
<br />1.19
<br />Redundancy Factor Used
<br />1.3
<br />Spectral response coefficient SD1.
<br />0.89
<br />Seismic design category
<br />D
<br />Design load bearing value of soils
<br />1500psf
<br />1 11
<br />Analysis Procedure Used
<br />-Equivalent Lateral Force
<br />Kl
<br />FOR
<br />Maste
<br />Date:
<br />Wind design data
<br />Ultimate design wind speed
<br />120 mph
<br />NASD) ominal design speed
<br />85 mph
<br />Risk category
<br />ll
<br />Wind exposure
<br />B
<br />Internal pressure coefficient
<br />0.18
<br />Cladding design wind
<br />pressure qh
<br />5.83 sf
<br />P
<br />SHEAR WALL SCHEDULE
<br />MARK
<br />MATERIAL
<br />PANEL NAILING
<br />BLK G TO DBL.
<br />PLATE CONN.
<br />SHEAR
<br />CAPAC.
<br />PLATE THK.
<br />A. BOLTS
<br />SILL PLATE
<br />CONNECTION
<br />PERIM.
<br />FIELD
<br />15/32"STRUC-1 PLY.
<br />8d @
<br />8d ©
<br />S.S.T. "A35" @
<br />550 #/FT.
<br />3x
<br />5/8" @ 16"o.c.
<br />16 d @ 6"o.c.
<br />3' o. C.
<br />12' o. c.
<br />16' o. c.
<br />15/32"STRUC-1 PLY.
<br />8d @
<br />8d ®
<br />12'
<br />S.S.T. "A35" ©
<br />280 #/FT.
<br />3x
<br />5/8" @ 32"o.c.
<br />16 d @ 6"o.c.
<br />6' o. c.
<br />o. c.
<br />16' o. c.
<br />1. THIS NAILING SCHEDULE IS IN ADDITION TO MIN. NAILING REQUIRED BY UBC. USE COMMON NAILS ONLY.
<br />2* FRAMING AT BOUNDARY AND PANEL EDGES SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL
<br />BE STAGGERED FOR ALL PLYWOOD.
<br />SHEAR WALLS WITH SHEAR VALUES EXCEEDING 300#/FT. NAILING EDGE DISTANCE FOR 3x
<br />BOUNDARY AND PANEL EDGE MEMBERS SHALL BE 1/2" MIN.
<br />3. ANCHOR BOLTS SHALL HAVE MINIMUM EMBEDMENT OF 8" AND BEARING PLATE 2-1/2 x 2-1/2 x 1/4"
<br />4. ALL INTERIOR WALLS SHALL HAVE HILTI ON WITH MINIMUM PENETRATION OF 1 1/8" INTO CONCRETE
<br />SLAB @ 32" OC UNO, ICBO #2388.
<br />5. THE MAX. ALLOWABLE SHEAR FOR 3-PLY PLYWOOD, LESS THAN 5/8" THICKNESS SHALL NOT
<br />EXCEED 200#/FT.
<br />6. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE
<br />STAGGERED WHERE 10d NAILS HAVING PENETRATION INTO FRAMING OF MORE THAN 1-5/8"
<br />ARE SPACED 3" OR LESS ON CENTER.
<br />7. FOR EXISTING FRAMING WITH SHEAR VALUE MORE THAN 300#/FT., 2x BLOCKING SHALL BE ADDED
<br />ON TOP OF EXISTING 2x BOTTOM SILL PLATE WITH 16d NAILS @ 4"o.c.
<br />8. ALL DIAPHRAGM AND SHEARWALL NAILING SHALL UTILIZE COMMON NAILS.
<br />9. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL EDGES.
<br />ENGINIAIR,
<br />Design & Development
<br />Design & Development
<br />3655 TORRANCE BLVD. STE 300
<br />TORRANCE, CA 90503
<br />Tel: 1-877-8211213
<br />E-Mail: info®enginiar.com
<br />OQ�pF F E SS/O�
<br />VEL9 q�F
<br />C76091 T
<br />Cr E X11 0630.2026 �
<br />OWNER:
<br />�IESUS ECPEL
<br />PHONE:
<br />ADDRESS:
<br />2314 LARCHMONT AVE.
<br />SANTA ANA, CA 92706
<br />SCALE:
<br />N.T.S
<br />DESIGN BY:
<br />F. B.
<br />DRAWN BY:
<br />E.W
<br />DATE:
<br />REV.0
<br />05-24-24
<br />JOB No.:
<br />18-SANA-24
<br />SHEET:
<br />
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