|
above
<br />Above Finish Floor
<br />additional
<br />aggregate
<br />alternate
<br />Anchor Bolt
<br />and
<br />angle
<br />Architect/ural
<br />at
<br />beam
<br />below
<br />between
<br />block
<br />blocking
<br />bottom
<br />Bottom Of (Conc, Ftg, etc)
<br />Braced Frame
<br />bracing
<br />building
<br />California Building Code
<br />Camber
<br />Cast In Place
<br />ceiling
<br />center line
<br />center to center
<br />centered
<br />channel
<br />clear
<br />column
<br />Complete Joint Penetration
<br />concrete
<br />Concrete Masonry Unit
<br />Concrete Tilt-up Panel
<br />connection
<br />Construction/Cold Joint
<br />continuous
<br />contractor
<br />countersink
<br />diagonal
<br />Diagonal Sheathing
<br />diameter
<br />dimension
<br />double
<br />Douglas Fir
<br />down
<br />drawings
<br />each
<br />Each Face
<br />Each Way
<br />Edge Of (Conc, Ftg, etc)
<br />Electric/al
<br />elevation
<br />embedment
<br />End Nail
<br />equal
<br />equipment
<br />existing
<br />Expansion Joint
<br />exterior
<br />Face Of (Conc, Ftg, etc)
<br />Finish Floor
<br />floor
<br />foot/feet
<br />footing
<br />foundation
<br />framing
<br />gage
<br />galvanized
<br />Girder Truss
<br />glu-lam
<br />grade
<br />gypsum wall board
<br />hanger
<br />Headed Welded Stud
<br />header
<br />height
<br />High Strength Bolt
<br />Holdown
<br />Hollow Structural Shape
<br />horizontal
<br />information
<br />Inside Diameter
<br />interior
<br />jt
<br />jst
<br />JH
<br />ksi
<br />LS
<br />lwt
<br />long
<br />LLH
<br />LLV
<br />MB
<br />mfgr
<br />max
<br />Mech
<br />mtl
<br />min
<br />NA
<br />(N)
<br />NC
<br />nom
<br />nwt
<br />NTS
<br />#
<br />opng
<br />OH
<br />OD
<br />ov/
<br />PJP
<br />pen
<br />d
<br />perp
<br />pc
<br />¤
<br />plumb
<br />plywd
<br />psf
<br />psi
<br />lbs
<br />PDF
<br />PCC
<br />PT
<br />proj
<br />R
<br />RWL
<br />reinf
<br />reqd
<br />rf
<br />RO
<br />sect
<br />shtg
<br />SMS
<br />sim
<br />SJ
<br />spcg
<br />sq
<br />stagr
<br />std
<br />stl
<br />stiff
<br />struct
<br />SP
<br />SPIN
<br />SPPN
<br />thk
<br />thrd
<br />thru
<br />TN
<br />T&G
<br />T&B
<br />TFJH
<br />T.O.
<br />tran
<br />TWS
<br />typ
<br />UNO
<br />vert
<br />wt
<br />WWF
<br />w/
<br />WS
<br />WP
<br />joint
<br />joist
<br />Joist Hanger
<br />Kips per Square Inch
<br />Lag Screw
<br />light weight
<br />longitudinal
<br />Long Leg Horizontal
<br />Long Leg Vertical
<br />Machine Bolt
<br />manufacture/d/r
<br />maximum
<br />Mechanical
<br />metal
<br />minimum
<br />Neutral Axis
<br />new
<br />No Camber
<br />nominal
<br />normal weight
<br />Not To Scale
<br />number/pounds
<br />opening
<br />Opposite Hand
<br />Outside Diameter
<br />over
<br />Partial Joint Penetration
<br />penetration
<br />penny
<br />perpendicular
<br />piece
<br />plate
<br />Plumbing
<br />plywood
<br />Pounds per Square Foot
<br />Pounds per Square Inch
<br />pounds
<br />Powder Drive Fastener
<br />PreCast Concrete
<br />Pressure Treated
<br />projection
<br />radius
<br />Rain Water Leader
<br />reinforce/ing/ment/d
<br />required
<br />roof
<br />Rough Opening
<br />section
<br />sheathing
<br />Sheet Metal Screws
<br />similar
<br />Slab Joint
<br />spacing
<br />square
<br />stagger/ed
<br />standard
<br />steel
<br />stiffener
<br />structure/al
<br />Structural Plywood
<br />Structural Plywood
<br />Interior Nailing
<br />Structural Plywood
<br />Perimeter Nailing
<br />thick
<br />threaded
<br />through
<br />Toe Nail
<br />Tongue and Groove
<br />Top and Bottom
<br />Top Flange Joist Hanger
<br />Top Of (Conc, Ftg, etc)
<br />transverse
<br />Threaded Welded Stud
<br />typical
<br />Unless Noted Otherwise
<br />vertical
<br />weight
<br />Welded Wire Fabric
<br />with
<br />Wood Screw
<br />Work Point
<br />abv
<br />AFF
<br />addl
<br />agg
<br />alt
<br />AB
<br />&
<br />L
<br />Arch
<br />@
<br />bm
<br />blw
<br />btwn
<br />blk
<br />blkg
<br />bot
<br />B.O.
<br />BF
<br />brcg
<br />bldg
<br />CBC
<br />C
<br />CIP
<br />clg
<br />£
<br />cc
<br />ctrd
<br />C
<br />clr
<br />col
<br />CJP
<br />conc
<br />CMU
<br />CTUP
<br />conn
<br />CJ
<br />cont
<br />contr
<br />ctsk
<br />diag
<br />DS
<br />ø
<br />dim
<br />dbl
<br />DF
<br />dn
<br />dwgs
<br />ea
<br />EF
<br />EW
<br />E.O.
<br />Elec
<br />elev
<br />embed
<br />EN
<br />eq
<br />equip
<br />(E)
<br />EJ
<br />ext
<br />F.O.
<br />FF
<br />flr
<br />ft
<br />ftg
<br />fdn
<br />frmg
<br />ga
<br />galv
<br />GT
<br />GL
<br />gr
<br />gyp
<br />hgr
<br />HWS
<br />hdr
<br />ht
<br />HSB
<br />HD
<br />HSS
<br />horiz
<br />info
<br />ID
<br />int
<br />1. All construction shall conform to 2016, Title 24 of the California Code of
<br />Regulations and all other applicable codes and regulations.
<br />2. General Notes, Plan Notes and Typical Details shown are typical and shall apply
<br /> unless noted otherwise in the contract documents.
<br />3. If conflicting information is shown on construction documents, the most
<br />restrictive requirement shall apply.
<br />4. Overall wall dimensions are typically from £ of wall to £ of wall at steel
<br />framed buildings and from face of wall to face of wall at wood framed,
<br />concrete tilt-up and CMU buildings.
<br />5. Contractor shall verify all dimensions and elevations on the job including existing
<br />construction.
<br />6. Prior to fabrication, shop drawings shall be submitted to the Structural Engineer
<br />for review.
<br />Shop drawings: Contractor agrees that shop drawing submittals processed by
<br />the Engineer are not change orders and that the purpose of shop
<br />drawing submittals by the Contractor is to demonstrate to the Engineer
<br />that the Contractor understands the design intent by indicating which
<br />material he intends to furnish and install and by detailing the fabrication
<br />and installation method he intends to use.
<br />7. Contractor shall verify all dimensions, elevations and property lines etc., on the
<br />job.
<br />8. Contractor shall notify the Architect and Structural Engineer where a conflict
<br />occurs on any of the contract drawings or documents. Contractor is not to
<br />order material or construct any portion of the building that is in conflict, until
<br />conflict is resolved with the affected parties.
<br />9. Contractor shall be responsible for the design and construction of all foundation
<br />forms.
<br />10. Contractor shall be responsible for the design and construction of all shoring
<br />and temporary bracing.
<br />2
<br />S4.1
<br />Indicates that detail 2 will
<br />be found on sheet S4.1
<br />2
<br />S3.1
<br />Section or elevation indicating
<br />that Detail 2 will be found on
<br />Sheet S3.1. Arrow indicates
<br />viewing direction
<br />A
<br />A
<br />Grid at face of framing
<br />Grid at center of framing
<br />S2.2.1
<br />Discipline
<br />designation
<br />Drawing type
<br />designation
<br />Sheet number
<br />beyond zero
<br />Building unit
<br />designation
<br />Work point, control
<br />point or datum
<br />Indicates a continuous
<br />wood member in section
<br />Indicates solid wood
<br />blocking in section
<br />Indicates earth
<br />Indicates gravel/
<br />aggregate base
<br />Indicates plywood
<br />Indicates metal
<br />Indicates sand
<br />Indicates concrete
<br />The following represents a permanent address numbering system. Details
<br />and sections may be used together on the same sheet.
<br />1
<br />2
<br />3
<br />4
<br />5
<br />6
<br />7
<br />8
<br />9
<br />10
<br />11
<br />12
<br />13
<br />14
<br />15
<br />16
<br />A
<br />B
<br />C
<br />Details Building Sections and
<br />Wall Framing Elevations
<br />Sheet Numbering System:Detail and Elevation Callout:
<br />Miscellaneous Symbols:
<br />Structural Grid Identifier:
<br />Material Legend:
<br />2
<br />-
<br />Indicates that detail 2 will
<br />be found on the same
<br />sheet
<br />D
<br />E
<br />F
<br />1. The Contractor shall give the Division of the State Architect and the
<br />Structural Engineer a minimum of 48 hours notice before the reinforcing
<br />and/or forms are placed in excavated footings.
<br />2. Footings shall bear on firm, dry undisturbed soil, depths indicated on
<br />plans shall be the minimum depth of footing.
<br />3. Excavations shall be cleared of all debris. Standing water shall be
<br />removed.
<br />4. All foundations are shown and dimensioned as being formed. Foundations
<br />may be placed in neat excavations provided footings are increased 1" in
<br />width at each vertical face, for a total increase of 2" in width overall.
<br />5. At the discretion of the Contractor, foundations can be over-excavated
<br />in order to place lean mix concrete to facilitate debris and standing
<br />water removal.
<br />6. Contractor has the option to use threaded rod (fy=36ksi min) w/dbl
<br />nuts @ holdowns and sill bolts. Embedment of holdown bolt is considered
<br />as the length projection below the lowest construction joint.
<br />7. Construction joints in foundation shall not occur, except as approved in
<br />writing by the Structural Engineer and DSA.
<br />8. Soils Report by: Terracon
<br />File No.: NA 185174 Dated: December 14, 2018
<br />9. Bearing soil is classified as dense silty sand
<br />with an estimated allowable soil pressure of 2000 psf for total load
<br />(including wind and seismic).
<br />1. Provide washers under heads and nuts of all bolts and lags
<br />bearing against wood.
<br />2. Installation of bolts, lags, screws and washers shall be in
<br />accordance with Title 24 Section 2304.10.
<br />3. Washers shall be square plate steel or round malleable iron:
<br />A. \"~ bolt ---------- 2"x2"x|" or 2\"~x|"
<br />B. }"~ bolt ---------- 2\"x2\"x|" or 2["~x}"
<br />C. ["~ bolt ---------- 2["x2["x}" or 3"~x{"
<br />D. ]"~ bolt ---------- 3|"x3|"x{" or 3\"~xÃ"
<br />E. 1"~ bolt ---------- 3["x3["x{" or 4"~x\"
<br />F. Sill ¤ ABs --------- 3"x3"x|", UNO.
<br />4. All exposed washers shall be malleable iron, UNO. Upset (rolled)
<br />threads are not permitted.
<br />5. Refer to Shear Wall Diagram & Legend for plate washer
<br /> requirements at wood shear wall sill plate anchor bolts.
<br />6. All bolts, nuts and washers in contact with pressure treated
<br /> wood shall be hot dipped galvanized.
<br />1. Use DF No. 1 at 4x and smaller UNO. Use DF Select Structural at
<br />6x and larger, UNO. Maximum moisture content = 19%, typical.
<br />All SP used for wall, roof and flooring is to be Structural 1, UNO.
<br />2. Center ABs on 2x sill ¤s equal to or less than 2x6. Place ABs @ 2["
<br />from exterior face @ 2x8 sills. Use 2 rows of ABs at 2[" from ea
<br />edge @ sills > 2x8. For "shot" sills see details.
<br />3. All wood sills to be pressure treated douglas fir. Sill plate anchor bolts
<br /> are to be F1554 Gr 36, cut threads. Use }"~x12" long bolts (18" at
<br /> curbs) w/4" max projection & 8" min embed below T.O. slab. Bolts to
<br /> be placed no more than 12" or less than 4\" from ends of sill pieces
<br /> & not over 4'-0"cc between bolts. Holes over ¿ the ¤ width and
<br /> notches in sills are considered ends. Use 2-anchor bolts minimum per
<br /> sill ¤.
<br />4. All studs shall be 2x6 @ 16"cc UNO.
<br />5. Provide continuous 2x stud width blocking between studs at mid-height
<br />of stud or so spaced that the unbraced length of studs does not
<br />exceed 10'-0". Provide blocking in all walls at ceiling lines.
<br />6. Where wood studs or nailer abut steel, concrete or masonry, fasten to
<br />same with }"~ bolts at 4'-0"cc. Use 8" long bolts in concrete or
<br />masonry. If heads of bolts will be exposed, use welded studs in
<br />place of bolts for wood to steel connections. Dap 1" maximum on 3x
<br />and larger as required (no dap allowed on 2x's). Provide SPIN min at
<br />all nailers, typ UNO.
<br />7. Lap wall plates at corners and intersections.
<br />8. Provide 2x solid blocking between joists or rafters over supports.
<br />9. For roof joists or rafters, 8|" deep or deeper, provide 2x3 cross-
<br />bridging at not over 10'-0"cc (8'-0"cc for 2x12). For floor joists
<br />4|" deep or deeper, provide X-bridging at not over 8'-0"cc.
<br />Alternate metal X-bridging is acceptable.
<br />10. Bolt holes in wood or steel shall be À" larger than bolt diameter.
<br />11. All bolts, expansion anchors and lag screws shall be provided with metal
<br />washers under the heads and nuts which bear on wood. Lag screws
<br />and wood screws shall be screwed and not driven into place. All bolts
<br />and lag screws shall be tightened on installation and retightened before
<br />closing in or completion of the job.
<br />12. Provide shaped and dapped pieces as shown on drawings. Dap 1" max
<br />on 3x and larger members (no dap allowed on 2x members).
<br />13. Window and door frames shall be firmly secured in place to blocking
<br />between jambs and rough openings at top, bottom and at a maximum
<br />interval of 24" between. Nail blocking to rough frame with 16d finish
<br />nails at 8"cc staggered, set \".
<br />14. All cabinets, lockers, etc. shall be firmly secured in place by 4-8d
<br />minimum nails per stud thru plywood back except if cabinets are wall
<br />hung, #14 wood screws shall be used in place of nails penetrating the
<br />studs 2" minimum. See Architectural drawings for additional anchorage
<br />details.
<br />15. All joist hangers are to be face-mounted typical, UNO on plans or details.
<br /> See 9/S0.2.
<br />16. Installation of bolts, lags, screws and washers shall be in accordance with
<br />Ch. 10 of the AF&PA National Design Specifications.
<br />17. Nails, timber rivets, wood screws, lag screws, nuts, and washers in contact
<br /> with pressure treated or fire retardant treated wood shall be hot dipped
<br /> galvanized minimum.
<br />18. All other fasteners in contact with pressure treated or fire retardant treated
<br /> wood are permitted to have mechanically deposited zinc coating, Class 55 min.
<br />19. Connectors in contact with pressure treated or fire retardant treated wood
<br /> shall comply with manufacturer's recommendations. In absence of
<br /> manufacturer recommendations, type G185 zinc coated galvanized steel min.
<br />20. All bolted connections, including sill plate AB's & holdown AB's shall be
<br /> retightened immediately prior to installation of finishes.
<br />1. All nails for structural work shall be common wire nails unless noted
<br />otherwise.
<br />2. Nails shall be spaced not less than 11 diameters on center. Edge or
<br />end distances shall not be less than 6 diameters. Nail holes shall be
<br />sub- drilled where necessary to prevent splitting of wood. Sub-drill not
<br /> to exceed ¾ of the shank diameter.
<br />3. Where plaster or gyp. bd. ceilings occur, ceiling stripping nails shall be
<br />annular grooved shanks, "stronghold" or approved equal. Use 2-16d
<br />min at each contact.
<br />4. Nailing not noted on this sheet or on details elsewhere, shall be a
<br />minimum of 2 nails at each contact using 8d nails thru 1x's and 16d
<br /> thru 2x's.
<br />5. Minimum nailing shall be:
<br />A. Studs and posts @ top and bottom to bearing:
<br />2x6 & smaller ................................................. 2-8d TN, ea side or 3-16d
<br />end nails
<br />2x8 ................................................................................ 3-8d TN, ea side or 4-16d
<br />end nails
<br />2x10 & larger .................................................. 4-8d TN, ea side or 5-16d
<br />end nails
<br />3x6 (sub-drill) ................................................. 3-8d TN, ea side or 4-20d
<br />end nails
<br />3x8 & larger (sub-drill) ....................... 4-8d TN, ea side or 5-20d
<br />end nails
<br />B. Joists or rafters:
<br />to side of stud up to 8" .................... 3-16d
<br />each additional 4" ........................................ 1-16d additional
<br />to bearing .............................................................. 2-10d TN, ea side
<br />at laps (12" minimum) .......................... 4-16d
<br />C. Blocking:
<br />to joists, rafters or blkg .................... 2-10d TN, ea side, ea end
<br />to bearings ........................................................... 2-10d TN, ea side, ea end,
<br /> staggered
<br />to studs ................................................................... 2-10d TN or 2-16d ea end
<br />D. Sheathing:
<br />floor -¾" plywood .................................... 10d at 6"cc at edges of
<br /> sheets and over all walls
<br /> (SPPN), 10d at 10"cc at
<br /> all interior contacts (SPIN)
<br />wall -½" plywood ...................................... 10d at 6"cc at edges of
<br /> sheets and holdown studs
<br /> (SPPN), 10d at 12"cc at all
<br /> interior contacts (SPIN)
<br />roof -½ or }" plywood .................. 10d at 6"cc at edges of
<br /> sheets and over all walls
<br /> (SPPN) 10d at 12"cc at
<br /> all interior contacts (SPIN)
<br />E. Ribbons and ledgers to studs:
<br />1x ribbons ....................................................... 2-8d ea stud
<br />2x ribbons ....................................................... 2-16d ea stud
<br />2x ledgers ....................................................... 2-16d ea stud
<br />3x ledgers ....................................................... 2-40d ea stud
<br />F. Double top plates:
<br />upper plate to lower plate ........ 16d at 16"cc staggered
<br />corner or intersection ..................... 3-16d
<br />G. Minimum plate laps:
<br />4'-0" .................................................................. 12-16d ea side
<br />H. Multiple studs:
<br />stagr for over 4" widths ........... 16d @ 12"cc
<br />I. Built-up beams:
<br />10" or less ............................................... 16d at 12"cc stagr (2x)
<br />more than 10" ...................................... ½" dia bolts at 24"cc
<br />J. Double joists:
<br />not blocked apart .............................. 16d at 12"cc stagr
<br /> blocked apart with 2x
<br />blocking at 24"cc ............................... 2-20d ea end, ea block
<br />K. T&G decking:
<br />nail each 2x T&G board to each bearing contact with 1-16d
<br /> straight nail and 1-16d slant nail thru tongue.
<br />6. At metal strap ties, fill all holes with nails UNO. Use nail size & type
<br />as specified in allowable load table in the most current Simpson catalog.
<br />Where two sizes are given, use larger size. All nails exposed to weather
<br />shall be hot dipped galvanized.
<br />7. All nails driven into pressure treated wood shall be hot dipped galvanized.
<br />3}"
<br />5½"
<br />4\"
<br />2|"
<br />Minimum
<br />Embed *
<br />(in)
<br />Expansion Anchors
<br />Hilti Kwik Bolt TZ
<br />ICC No. ESR-1917
<br />May 1, 2019
<br />{"ø
<br />}"ø
<br />½"ø
<br />¾"ø
<br />Torque
<br />Proof
<br />Load
<br />(ft-lb)
<br />110
<br />40
<br />60
<br />25
<br />3½"
<br />4{"
<br />4"
<br />2½"
<br />Minimum
<br />Embed
<br />(in)
<br />Expansion Anchors
<br />Hilti Kwik Bolt 3
<br />ICC No. ESR-1385
<br />February 1, 2020
<br />{"ø
<br />}"ø
<br />½"ø
<br />¾"ø
<br />Torque
<br />Proof
<br />Load
<br />(ft-lb)
<br />120
<br />25
<br />65
<br />15
<br />* - UNO on plans
<br />1. Anchors shall be installed in accordance with the
<br />recommendations given in the ICC Reports listed below and the
<br />manufacturer's instructions.
<br />Expansion Anchors:
<br />A. To Concrete .......... Hilti Kwik Bolt-TZ (KB-TZ), ESR-1917
<br />B. To CMU ...................... Hilti Kwik Bolt 3 (KB-3), ESR-1385
<br />Epoxy Anchors:
<br />A. To Concrete ......... Hilti HIT-HY 200, ESR-3187
<br />B. To CMU ..................... Hilti HIT-HY 70, ESR-2682
<br />2. Anchors shall be tested per all applicable requirements of the
<br />2016 CBC & Evaluation Report (ICC-ES, ESR, IAPMO UES, etc.)
<br />3. The following criteria apply for the acceptance of installed anchors.
<br />A. Hydraulic Ram Method: The anchor should have no observable
<br />movement after 15 seconds at the applicable test load. For
<br />wedge type anchors, a practical way to determine observable
<br />movement is that the washer under the nut becomes loose.
<br />B. Torque Wrench Method: The applicable test for torque must
<br />be reached within \-turn of the nut.
<br />4. All anchors used in structural applications shall be tested. 50% of
<br />all anchors used in non-structural applications shall be tested per
<br />CBC Section 1910A.5. If any anchor fails the test, all anchors of
<br />the same type not previously tested shall be tested until 20
<br />consecutive anchors pass, then resume initial testing frequency.
<br />5. When installing drilled-in anchors in existing concrete or masonry,
<br />do not cut or damage existing reinforcing bars.
<br />6. The testing of the anchors shall be done by the testing laboratory
<br />and a report of the test results shall be submitted to DSA and
<br />the Architect / Structural Engineer.
<br />7. Substitution of an alternative manufacturer is subject to the
<br />approval of the Structural Engineer of Record and DSA.
<br />8. Test expansion anchors to values listed below. Contact Structural
<br />Engineer for epoxy anchor test values and procedures.
<br />9. Test equipment (including torque wrenches) is to be calibrated
<br />by an approved testing laboratory in accordance with standard
<br />recognized procedures.
<br />10. Testing shall occur at a minimum of 24 hours after the
<br />installation of the anchors.
<br />11. All tests shall be performed in the presence of a Special
<br />Inspector per CBC Section 1910A.5.
<br />12. Test proof loads for repair conditions are not part of these
<br />documents and will require a separate approval by the
<br />Structural Engineer of Record and DSA.
<br />Concrete Anchors CMU Anchors
<br />1. General: In addition to the inspections required by the current
<br />CBC the owner shall employ a Special Inspector during
<br />construction of the following types of work. All special
<br />inspections shall be performed in accordance to
<br />Chapter 17A of the current CBC. Submit the name of
<br />all Special Inspectors to the Division of the State
<br />Architect for approval prior to starting work requiring
<br />special inspection.
<br />2. Refer to Chapter 17A for additional requirements of the Special
<br />Inspector.
<br />3. Special Inspector: All Special Inspectors shall have a minimum
<br />of 3 years experience in the specific
<br />material / trade being inspected.
<br />4. Earthwork: A representative of the Geotechnical Engineer of
<br />Record shall be present during the grading, excavation
<br />and foundation construction.
<br />5. Specific materials / trades requiring special inspection:
<br />See 'Structural Tests and Inspections' sheet and all applicable
<br /> sections of the project specifications.
<br />A. Concrete - During the placing of reinforcing steel
<br />and inserts, during the taking of test
<br />specimens, and during the placing of
<br />all reinforced concrete including batch
<br />plant inspection.
<br />1. Building Code ...................................................................... 2016 California Building Code
<br />2. VERTICAL LOADS:
<br />Roof Dead Load = 20 psf
<br />Roof Live Load = 20 psf (Reducible)
<br />1. It shall be the Contractor's responsibility to make himself familiar
<br />with all existing conditions, any existing building plans, and all site
<br />conditions which may affect his work. He shall ascertain the
<br />extent of demolition work required to complete the structure per
<br />new plans and be responsible for its safe completion.
<br />2. When existing building plans are available, the Contractor shall
<br />keep a full set of such plans at the job site during construction.
<br />If any existing conditions are discovered which deviate from these
<br />plans or from the new plans, the Contractor shall notify the
<br />Architect and Structural Engineer for instruction prior to
<br />proceeding with work in the affected area.
<br />3. The Contractor shall match existing heights, lines, materials, and
<br />conditions unless noted otherwise on new plans.
<br />4. The intent of these drawings and specifications is that the work of
<br /> the alteration, rehabilitation or reconstruction is to be in accordance
<br /> with Title 24, California Code of Regulations. Should any existing
<br /> conditions be discovered which is not covered by the contract
<br /> documents wherein the finished work will not comply with Title 24,
<br /> California Code of Regulations, a change order, or a separate set
<br /> of plans and specifications, detailing and specifying the required
<br /> repair work shall be submitted to and approved by DSA before
<br /> proceeding with the repair work.
<br />1. Concrete construction shall conform to ACI 318-14.
<br />2. Concrete shall be as follows:
<br /> Class A: Use in foundations and other concrete of the like
<br /> nature where minimum thickness equals or exceeds 8".
<br />f'c = 3500 psi @ 28 days
<br />max agg size = 1\"
<br />max w/c ratio = 0.55
<br />entrained air = 3-5%
<br />slump = 3\";1"
<br /> Class B: Use in structural concrete where minimum thickness
<br /> is less than 8", excluding slab on grade.
<br />f'c = 3500 psi @ 28 days
<br />max agg size = 1"
<br />max w/c ratio = 0.55
<br />entrained air = 3-5%
<br />slump = 4";1"
<br /> Class C: Use in interior slab on grade.
<br />f'c = 4000 psi @ 28 days
<br />max agg size = 1"
<br />max w/c ratio = 0.45
<br />slump = 4";1"
<br />include specified water-repellant admixture
<br />3. Cement shall conform to ASTM C-150, type I or II.
<br />4. Concrete Aggregate: Natural sand and aggregate shall conform to
<br /> ASTM C-33.
<br />5. Reinforcing shall conform to ASTM A615 Grade 60, UNO.
<br />6. Welding of reinforcing steel shall conform to AWS DI.4 using proper
<br />low hydrogen electrodes. Tack welding to rebar is strictly prohibited.
<br />7. Reinforcing steel shall be fabricated and installed according to Manual
<br /> of Standard Practice of Reinforced Concrete Construction by the
<br /> Concrete Reinforcing Steel Institute.
<br />8. Wire fabric shall conform to ASTM A-185.
<br />9. Dimensions shown below for location of reinforcing are to the face of
<br />reinforcing and denote clear coverage. Concrete coverage shall be as
<br />follows UNO on drawings.
<br /> A. Concrete deposited directly against ground
<br />except slabs ................................................................................................................. 3"
<br /> B. Concrete exposed to ground but placed in
<br />forms ..................................................................................................................................... 2"
<br /> C. Slabs on the ground ......................... position in center of slab
<br /> D. Not exposed to weather nor in contact with earth:
<br />elevated slabs, walls and joists ..... ["
<br />beams, girders and columns
<br />(main bars, ties and spirals) .......... 1\"
<br />10. Lap splices in concrete: 74 bar dia, 36" min, unless otherwise shown
<br />for #6 bars and smaller. 93 bar dia min for #7 and larger bars.
<br />Splices in adjacent bars shall be at least 5'-0" apart. Bars may be
<br />wired together at splices or laps.
<br />11. General:
<br /> A: No pipes or ducts shall be placed in concrete slabs or walls
<br />unless specifically detailed on the Structural drawings.
<br /> B: Refer to Architectural, Structural, Civil, Electrical and Mechanical
<br />drawings for all molds, grooves, ornaments clips, and grounds
<br /> to be cast in concrete.
<br />12. The exposed concrete face at a horizontal construction joint shall be
<br />kept continuously moist from time of initial set until placing of
<br />concrete. Thoroughly clean contact surface by chipping entire surface
<br />not earlier than 5 days after initial pour to expose clean, hard
<br />aggregate solidly embedded, or by an approved method that will
<br />ensure equal bond, such as green cutting. If contact surface
<br />becomes coated with earth,
<br /> sawdust, etc, after being cleaned, rechip entire surface.
<br />13. Remove all debris from the forms before placing any concrete.
<br />14. Reinforcing dowels, bolts, anchors sleeves etc. to be embedded in
<br />concrete shall be securely positioned before placing concrete. Obtain
<br />approval of all affected trades prior to placing concrete.
<br />15. Maximum free fall on concrete should be 4'-0". If necessary, provide
<br />openings in forms to reduce fall.
<br />16. Walls shall be placed in horizontal layers of 2'-0".
<br />17. No wood spreaders or wood stakes allowed in areas to be concreted.
<br />18. Drill through steel columns and beams to pass continuous reinforcing
<br />(1"~ max).
<br />19. Concrete mix design shall be prepared by an independent laboratory
<br />approved by the school district.
<br />20. Welded wire mesh shall be lap spliced two squares minimum in each
<br />direction.
<br />21. Notify the Structural Engineer 48 hours prior to placing concrete.
<br />22. Reinforcing steel not specifically detailed shall be per ACI 315-17
<br />Detailing Manual.
<br />23. All rebar to be welded shall be provided with mill certificates showing
<br /> chemical analysis and shall be continuously inspected by a qualified
<br /> special welding inspector. All preheating and welding shall be done by
<br /> welders certified to weld reinforcing bars in accordance with ANSI/AWS
<br /> D1.4-11 standards. Use only A706 grade rebar for applications
<br /> involving welded rebar.
<br />Abbreviations
<br />General NotesSymbols Legend
<br />Foundation Notes
<br />Bolt and Washer Notes Carpentry Notes
<br />Nailing Notes
<br />Drilled-In Anchors - Installation & Testing
<br />Inspection Notes
<br />Design Criteria
<br />Remodeling and Addition Notes
<br />S-4555
<br />SEP
<br />CFOE
<br />R O
<br />EGRISREA
<br />TSTED
<br />T
<br />A
<br />I
<br />AIENGINEERA
<br />N
<br />L
<br />ROFI
<br />O
<br />N
<br />LG A
<br />H
<br />R CI.RDSYR
<br />ERGF S
<br />O I
<br />STRUC LARUT
<br />OF 7 SHEETS
<br />SHEET NO.
<br />UPDATED
<br />CADFILE
<br />SCALE
<br />CHECKED
<br />DRAWN
<br />DATE
<br />PROJECT NO. REVISIONS BY
<br />04/03/20
<br />GG
<br />GIR
<br />AS NOTED
<br />19-32-050
<br />CONSULTANT
<br />FILE NO. 39-50 APP NO. 02-118041
<br />KITCHEN RENOVATIONHOUSTON (SERNA) SCHOOL730 Howe Avenue, Suite 450Sacramento, CA 95825Phone: 916.921.2112Fax: 916.921.2212GENERAL NOTESS0.1
<br />Concrete & Reinforcing Steel Notes
<br />
<br />
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<br />4/10/2020
<br />04/10/2020
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