|
General Notes
<br />I. Interpretation of drawings specifications
<br />A) For convenience, specification have been prepared for this protect and are
<br />arranged in -several sections, but such separation shall not be considered as the
<br />limits of the work required by any separate trade. The terms and conditions of
<br />such limitations are wholly between the contractor and his subcontractors.
<br />B) In general, the working details will indicate dimensions, positions and kind of
<br />construction, and the specifications, qualitle5 and methods. Any work Indicated on
<br />the working detolls mentionedbut not in the specifications, or vice versa, shall be
<br />furnished as though fully set forth In both. Work not particularly detailed, marked or
<br />specified, shall be the same as simllar parts that are detailed, marked or
<br />specified. If conflicts occur between drawings and specifications, the most
<br />expensive materials or methods will prevail.
<br />G) Should an error wear In the working details or�seclficatlonor in work done by
<br />others af�cting this work, the contractor shall notify the architect at once and In
<br />wry IF the Contractor proceeds with the work 5c affected without having given
<br />such written notice and without receiving the necessary approval, decision or
<br />instruction in writing from the owner, then he shall have no valid claim against the
<br />owner, for the cost of 5o proceeding and shall make good any resulting damage or
<br />defect. No verbal approval, decision, or Instruction shall be valid or be the basis
<br />For any claim against the owner, Its officers, employees or agents. The Foregoing
<br />includes typical errors In the specifications or notational errors In the working
<br />details where the interpretations IS doubtful or where the error Is 5ufficlently
<br />apparent as to place a reasonably prudent contractor on notice that, should he
<br />elect to proceed, he 15 Joing so at his own risk.
<br />2. Construction shall conform to all applicable codes and regulations.
<br />3. shop Drawing Note,
<br />A) Shop drawings shall be submitted In the Form of one septa transparency and two
<br />blue line prints of each sheet.
<br />B) The purpose of shop drawings submittals by the Contractor Is to demonstrate to
<br />the 5tructura/ Engineer that he understands the design concept by Indicating which
<br />materials he Intends to Furnish and Install, and by detailing the fabrication and
<br />Installation methods he intends to use.
<br />G) Prior to fabrication, shop drawings shall be submitted for review to the structural
<br />Engineer. Shop drawings submittals shall Include, but are not nece55arlly limited to
<br />structural steel, reinforcing steel, and glued laminated beams.
<br />D) Prior to submission the Contractor shall review all submittals for conformance with
<br />the contract documents and shall stamp submittals as being "Reviewed For
<br />Conformance':
<br />E) Shop drawing submittals processed by the Structural Engineer are not change orders.
<br />F) Any detail on the shop drawing that deviates from the contract documents shall
<br />clearly be marked with the note "This I5 a Change ".
<br />6) Shop draw/nay or ca/culotlon5 submitted For review that reQulre resubmittal for
<br />re -review shall be billed hourly For such time to the 6ene_rol Contractor. Re-revlew
<br />will not proceed without written approval from the General Contractor for
<br />additional engineering review services.
<br />4. safety Note:
<br />A) It Is the Contractors responsibility to comply with the pertinent sections, as they
<br />apply to this project, of the "Construction Safety Orders" Issued by the State of
<br />California latest edition, and a// 05NA requirements.
<br />B) The owner and the Structural Engineer do not accept any respon5lbJlity for the
<br />6ontractor5 failure to comply with these requirements.
<br />G) The Contractor shall be responsible For adequate desla_ n and construction of all
<br />forms and 5hortno re ulred.
<br />5. The ContractI n I Architect nd 5tructural Engineer where a conflict ora
<br />dI�oncy occurs between the structural drowinas and any other portlon of the contract
<br />documents or existing Field conditions. Such notlficatlon shall be given In due time so
<br />as not to affect the constructlon schedule. In case of a conflict between structural
<br />drawings and specifications, the more restrictive condition shall take precedence
<br />unless written approval has been given for the least restrictive. Contractor shall verify
<br />all dimensions with architectural and structural drawings prior to commencing any work.
<br />6. Where no specific detail is shown, the construction shall be Identical or similar to that
<br />Indicated for like cases of construction on this project. Should there be any question,
<br />contact the Architect and Structural Engineer prior to proceeding.
<br />7. When construction attaches to on existing building, a complete set of drawings of the
<br />existingg building shall be kept on the Job site. Contractor to obtain these drawings
<br />Prom the owner.
<br />8. Contractor shall provide an allowance equal to 256 of the bid For structural steel, misc.
<br />Iron and reinforcing steel to be used at the discretion of the structural engineer.
<br />Unused amount to revert to the owner upon completion of the Job.
<br />q. Any substitutions for -structural members, hardware, or details shall be reviewed by the
<br />Architect and Structural Engineer. Such review w111 be billed on a time and materials
<br />basis to the General Contractor with no guarantee that the substitution will be allowed.
<br />l0. Do not scale drawings. Contact the Architect or 5tructura/ Engineer for any dimension
<br />not shown.
<br />!l. These drawings are not complete until reviewed and accepted by local building
<br />officials and signed by the owner and the 5tructura/ Engineer.
<br />12. All drawings and written material appearing herein constitutes the original and
<br />unpublished work of the 5tructura/ Engineer and the same may not be duplicated, used
<br />or disclosed without written consent of the Structural Engineer and compensation.
<br />l3. The structure shown on these drawings /5 structurally sound only in Its completed form.
<br />The stability of this structure depends on the diaphragm and the bracing members shown.
<br />The Contractor 15 to provide for the design and construction of shoring for all earth,
<br />forms, concrete, steel, wood, and masonry to resist gravity, earth, wind, seismic, and
<br />construction loads. 5horing shall remain In place until all diaphragm and lateral
<br />resisting elements are In place In their entirety.
<br />Des lan Criteria
<br />I. Godes and Standards 2. Vertical Loads:
<br />2001 Gallfornia Bvlldtng Code Roof Live Load = 16 psf (reducible)
<br />3. Lateral Loads:
<br />5elsmic:
<br />Zone 3, Z= 0.3
<br />R= 4.5
<br />z= /.a
<br />NQ= n/a
<br />N„= n/a
<br />6, = 0.36
<br />G„ = 0.54
<br />Wind:
<br />75 mph, exposure C
<br />Foundatlons
<br />4. 5olls Values:
<br />Allowable soil pressures:
<br />1. DL = 1000 psf
<br />3. DL+LL+Seismic= 1330 psf
<br />minimum depth= 12"
<br />minimum width= 12"
<br />I. All foundation work shall be done In accordance with the requirements of the -soils
<br />report.
<br />2. Foundation depths Indicated on plans are for e5tlmotingg purposes only. Actual depths
<br />are to be determined by a Geotechnical Engineer on the, Jobslte.
<br />3. Bottoms of a// foundations shall be level. Changes In bottom of foundation elevation
<br />shall be made according to stepped footing detail on the Typical Detall sheet.
<br />4. All pile caps, grade beams, tle beams e other 2x/2 1x8 2x12
<br />footing5 shall be Formed unless specifically
<br />approved by the 5tructura/ Engineer. Foundations
<br />may be cast In neat excavations provided written Footing
<br />approval 15 obtolned and footings are Increased (-
<br />2" in width. Use 2x12 plank at edge of excavation width III -I
<br />to protect agolnst 5luffing, as required. III -I +211 I -I
<br />6. A Geotechnical Engineer shall observe all footing
<br />excavatlon5 prior to placement of reinforcing steel and
<br />concrete.
<br />5. Notify the 5tructura/ Engineer 4e hours before casting foundations.
<br />Test and lnsnections
<br />MI Washer
<br />Steel Wa
<br />;i Ito
<br />I. Tests and Inspections -shall be provided as
<br />required below and shall conform to the
<br />requirements of 2001 GBG, Chapter 17A.
<br />"(Px7ii6 "
<br />3153 "x%6 it
<br />76 11,P3
<br />2. All tests and inspections shall be performed by an
<br />independent Inspection agency,
<br />unless noted otherwise. Job5tte visits by the
<br />5tructura/
<br />Engineer do not constitute
<br />Inspections and are not a sub5tltute for Inpectlon.
<br />20d 0.lg2Vx4"
<br />3. It 15 the contractors sole responsibility to see that
<br />these tests and Inspections are
<br />performed.
<br />noted
<br />below or on plans shall be a minimum of two nails at each contact.
<br />4. Tests. Required ®
<br />IF
<br />I.
<br />5. Inspections
<br />�] A. Fill compaction
<br />®
<br />A.
<br />Footing excavation
<br />® B. Concrete
<br />or End Nall..............................2-16d
<br />(by a Geotechnical Engineer)
<br />® G. Sampling and Testing
<br />2x6 k 2xe studs ................. TN each side ..........................
<br />B.
<br />Pile /pier Installation
<br />OF Reinforcing Steel
<br />Natl........... ...................
<br />3-16d
<br />C.
<br />Reinforcement placement
<br />D. Mill Certificates for
<br />2-10d
<br />or studs or End Nall..............................2-16d
<br />Retnforcing Steel
<br />W
<br />D.
<br />Concrete placement
<br />E. Masonry
<br />C
<br />E.
<br />Placing $ 5tres5ing tendons
<br />® F. Grout (f Mortar
<br />stuas .................................... ledger ...................................
<br />2 -ed
<br />F.
<br />Rebar couplers
<br />G. All complete penetration
<br />5.
<br />Double Top
<br />groove welds by ultrasonic
<br />®
<br />6.
<br />Masonry Placement $ grouting
<br />testing or radiography
<br />plate
<br />lower late to 2x6 or 2x8...5,J......................................
<br />0
<br />H.
<br />Shop welding
<br />� H. Sampling f Testing of
<br />1
<br />on typical detail sheet)
<br />5tructura/ Steel
<br />16.
<br />0
<br />I.
<br />Field welding
<br />D 1. MIII Certificates for
<br />=
<br />J.
<br />High strength bolting
<br />5tructura/ 5teei
<br />D
<br />for widths more than 4':......................................16d
<br />O
<br />K.
<br />Expansion or Epoxy anchors
<br />J. Expansion or Epoxy
<br />16d a 12'cc
<br />staggered
<br />anchors
<br />L.
<br />Shear stud Installation
<br />Concrete Block Notes
<br />1. Concrete block units shall conform to A5TM G -q0 grade N-1 light -weight units.
<br />Compressive strength of units to be 1400 psi. Masonry prisms compressive strength
<br />shall test not less than 1.25 times the speclFled Fm. 5peclfied f m=1.50apsl.
<br />2. Mortar shatl be by volume: l part Portland cement; 4 to i part hydrated lime or
<br />lime putty. and 2k2 to 3 times combined volume of cement and lime. 2" cubes shall test
<br />1800 psi In 26 days.
<br />3. Grout shall be by volume: I part Portland cement, 3 parts sand, �, part lime (optional).
<br />2 parts pea gravel may be used where the least clear cell dimensions 15 4". Not more
<br />than 536 of the pea gravel shall pass the No. 8 sieve and 10056 shall pass the -Ye� "
<br />sieve. Grout shall test not less than 2000 psi In 28 days.
<br />4. Retnforcing -steel shall conform to A5TM A615 -grade 60 for #4 and larger, grade 40
<br />For #3 and smaller.
<br />5. Lap all bars 46 diameters, mtn)mum unless noted otherwise.
<br />6. Before block Js placed on concrete, thoroughly clean concrete of all laltance and all
<br />loose material. Roughen as In concrete constructlon joint.
<br />7. Concrete block masonry shall be built to preserve the unobstructed vertical continuity
<br />of the cells. Al! head end Joints shall be -solidly filled with mortar for a distance In
<br />from the face of the wall or unit not less than the thickness of the longitudinal face
<br />shells. Bond shall be provided by lapping 5ucce5slve courses or by equivalent
<br />mechanical anchorage.
<br />6. Vertical cells shall have vertical alignment sufficlent to mointoln a clear unobstructed
<br />continuous vertical cell measuring not less than 2"x3".
<br />q. Glean out openings shall be provided at the bottoms of all cells to be filled at each
<br />lift or pour of grout where such lift or pour of grout Is In excess of 4'-O" In height.
<br />Any overhanging mortar or other obstruction or debris shall be removed from inside
<br />of such cells. The clean outs shall be sealed after inspection and before grouting.
<br />Mechanically vibrate all rout ours.
<br />l0. Vertical re nforcing shall be held In position at top and bottom and at intervals not to
<br />exceed lq2 bar diameters.
<br />IJ. Thoroughly clean all cells and bond beams of mortar before grouting.
<br />12. All cells shall be filled solidly with grout. All grouting shall be done under the
<br />continuous observation of a qualified Inspector where Indicated on plans.
<br />13. When grouting is stopped for one hour or longer, horizontal constructlon joints Shall be
<br />formed by stopping the pour of grout tom" below the top of the uppermost unit.
<br />14. Each vertical bar In walls shall lap 48 diameters with a dowel of the same size
<br />extending from the foundation. Garry each dowel to within 3" of the bottom of the
<br />Foundation and terminate with 4/0° hook. Dowels shall be straight and plumb.
<br />15. Place all horizontal bars in bond beam units. When 2 bars are used, stagger laps
<br />minimum of 5'-O".
<br />lb. Provide 2-#5 bars (full height of wall at Jamb and extending a minimum of 2'-0" past
<br />edges of opening5 at head and sill) each side of all opening -5 and each end of all
<br />walls, unless noted otherwise on drawings.
<br />l7. All embedded Items (bolts, etc.) shall be secured In place prior to grouting. Provide a
<br />minimum of P grout around all bolts In masonry. See Typical Details sheet.
<br />l8. Use open end block for all stack bond construction.
<br />19. Compliance with the requirements for the Specified compressive strength of masonry,
<br />Fm shall be In accordance with 2001 CBC, section 2I05A.3.2 Masonry Prism Testing
<br />I) A set of five Masonry Prisms shall be build and tested In accordance with UBC
<br />accordance w/ UBC standard 21-17 prior to start of construction.
<br />Materials used for the construction of the prism shall be taken from those
<br />specified to be used In the project. Prlsm shall be constructed under the
<br />observation of the special Inspector or approved agency and tested by an
<br />opproved agency.
<br />2)A set of three prlsm5 shall be built and tested during construction in
<br />accordance w/ UBC standard 2l-17 for each 5000 square Feet of wall area,
<br />but not less than three masonry prisms For the entire project.
<br />3) Ful! allowable stresses were used In the design of the masonry walls.
<br />4)Provide records of In5pectlon and certlfications on masonry to the owner,
<br />architect $ engineer.
<br />Note Iq
<br />Plated blood Roof Truss Notes
<br />Roof Design Loads
<br />Top chord 11 psf DL
<br />16 psf LL (reducible)
<br />Bottom Chord 4 psf DL
<br />l0 p5f LL (non -concurrent w/ top chord LL)
<br />1. 2x6 minimum top chord typical - 2x4 all other members (U.N.O.).
<br />2. All members shall be Douglas Fir (DF) No. 2 or better.
<br />3. Truss drawings and calculations shall be submitted to the Architect and/or Engineer For
<br />review prior to fabrication. Calculations for girder trusses shalt Include point loads
<br />Prom carried truss reactions. All calculations shall be signed by a CIvII Engineer
<br />registered in the State of Gallfornia.
<br />4. Design and fabrication shall conform to the California Building Code (GBG), 2001 edition,
<br />and TP/ -e5 of the Truss Plate institute.
<br />5. Allowable stress Increase for load duration shall be /556 (percent) maximum.
<br />6. Increase for allowable stre5-se5 for repetitive members, Section 4.3.4 of the N515 -4I
<br />(National Design Specification) shall not be permissible.
<br />7. Effects of eccentric loading shall be considered In the design of all jolnt5.
<br />e. Truss manufacturer shall submit latest ICBG approved test data for truss metal plate
<br />connectors to Architect and/or Engineer prior to fabrication.
<br />4. Provide temporary erection bracing as required.
<br />l0. General Contractor to provide web bracing as required by truss manufacturers design.
<br />ll. Built-up girder trusses shall be laminated using % " bolts at 24 "cc maximum through all
<br />members.
<br />12. All hardware required for connecting trusses Jack to hip, hip to girder, girder to
<br />girder, etc.) shall be designed, detailed and specified by truss fabricator.
<br />13. General Contractor to verify all dimen-slons shown on tru-s5 profiles with Architectural
<br />drawings and In field with wall layout prior to fabrication. Provide shop drawings with
<br />dimensions reviewed and approved by General Contractor.
<br />14. Tru55 manufacturer to provide plan drawing 5howing truss locations and truss profile
<br />shop drawings prior to fabrication.
<br />15. Truss manufacturer to account for the weight of all mechanical equipment In design of
<br />all trusses which support such un1t5. See mechanical drawings for we/ght5 and detailing.
<br />16. Wood under plates must be free of knots, knot holes and greatly distorted grains.
<br />blood
<br />1. All structural wood shall conform with the following specification:
<br />Douglas Flr - Coast Region - WCLIB grading rules #l7 DF #1 except 2x4 and 2x6 wall
<br />studs, plates, and blocking may be DF #2.
<br />Redwood - Gallfornia Redwood Association 6rading Rules, latest edition.
<br />Glued Laminated Beams - Standard Spec. for Structural Glued Laminated Timber RITC
<br />ll7 latest edition. Submit shop drawings prior to fabrication of glued -laminated
<br />members. Plywood - U.5. Product 5tondard PS. 2-92 for soft plywood 5truct I (I walls:
<br />CDX ® floors and roof - U.N.O.
<br />Pressure Treated Douglas Fir - 2001 GBG 5tondard No. 2303-3.
<br />All wood shall have a moisture content of not more than I456 at time of construction.
<br />2. All wood In direct contact with earth or concrete -shall be pressure treated.
<br />3. Bearing and shear walls shall have double top plates, lapped at wall and partition
<br />Intersection with 3-/6d nails. splice upper and lower plates 05 in Detall I on Typical
<br />Detall sheet.
<br />4. Provide solid blocking between Joists and rafters at all supports.
<br />5. Provide blocking at all ceiling levels.
<br />6. Joists under and parallel to partitions shall be doubled and nailed together.
<br />7. Holes for bolts In wood shall be bored with a bit of the some, nominal diameter as the
<br />bolt plus Ye"
<br />8. Holes for lag screws shall be bored as follows:
<br />a.) The clearance hole for the shank shall have the same diameter as the shank,
<br />and the same depth of penetration as the length of unthreaded shank.
<br />b.) The lead hole For the threaded portlon shall have a diameter equal to 60* to
<br />7536 of the shank diameter and a length equal to at least the length of the
<br />threaded portion.
<br />c.) Lag screws and wood screws shall be screwed and not driven into place. Soap
<br />may be used to lubricate the screws.
<br />4. All bolts and lag screws shall be provided with metal washers under heads and nuts
<br />which bear on wood. Applies also to inserted expanding Fasteners, Red Head, etc.
<br />Bolt Diameter
<br />MI Washer
<br />Steel Wa
<br />;i Ito
<br />2 4 nOx X16 112�'rx2'LG
<br />�sher
<br />'X 4 It
<br />i "(P3
<br />"(Px7ii6 "
<br />3153 "x%6 it
<br />76 11,P3
<br />"fix 16 a
<br />3k2 nx3!'- "
<br />1014,
<br />4110xk2"
<br />3� 1,X5%4rrx� is
<br />1►
<br />/0. All foundation sill bolts Shall use a minimum 2"x2"x%, plate washers.
<br />ll. All bolts and lag screws shall be tightened on Installation and retlghtened before
<br />closing in or of completion of Job.
<br />12. Lay all structural plywood on roof and floors with face grain perpendicular to support
<br />unless noted otherwise.
<br />13. Block SPJolnts with 2x4 flat blocking where noted on roof or floor framing plans and
<br />with blocking some as studs at walls. Use Qlycl/ps at mldsQan of unsupported Qlrywood
<br />edges.
<br />14. Connector hardware model number are those For 51mpson Strong-Tle Company.
<br />Equivalent connectors with 16BO acceptance may be substituted. All Joist hangers
<br />shall be 5lmpson U series unless noted otherwl5e.
<br />15. Notify 5tructura/ Engineer after wall, floor, and roof 5P nailing has been completed
<br />and a mtn)mum of 4e hours prior to concealing 5P.
<br />chord bars
<br />cont. thru
<br />expansion J
<br />typ., See
<br />Naliln_a Schedule 5
<br />All halls for 5tructura/ work shall be common wire nails conforming to the following minlmUm 51Z,96..
<br />ec tions
<br />�4.12
<br />max. _ 2 `-O"
<br />U.n.O.
<br />A1B
<br />2-#5 vert full -ht
<br />c� �� mintclp. see plans for
<br />\ spec7ol Jamb bar req't5
<br />/ dowels
<br />5ectlon A fnd. typ
<br />" clr
<br />ylo �2-#5
<br />add'i full -ht
<br />/Intel a vert. typ
<br />lection B corners f
<br />Inter -sections
<br />��_ �5 (#5 min.)
<br />-- �"-- -Jamb bars run full
<br />height of cont. b/k.
<br />2-#5 bars top f bottom wall ea. side of
<br />OF all opening5 opng typ. provide-
<br />dowel
<br />rovidedowel ® Ptg
<br />klall O,c�eni�geinfor�inc�
<br />m
<br />lap
<br />46D
<br />corner bor-s moy -
<br />be used In lieu of
<br />single bend typ.
<br />t2-#5 min.
<br />Full ht. vert5.
<br />see plan For
<br />special bar
<br />req'ts.
<br />Notes: ` `-
<br />l. Concrete block shall be placed in running bond U.N.O.
<br />2. 51ze and spacing of reinforcing is shown elsewhere on drawings.
<br />�i TuaiGal Blo6k Nall Gomer and
<br />.4:12 lnterSeG tion �e in>corc inq
<br />ni
<br />-1
<br />0
<br />o �
<br />backer rod 8 0
<br />caulking full -ht. k
<br />ea. side w o
<br />I X
<br />#5 Full -ht. vert. ea. -
<br />side of expon5lon _ ft
<br />cmu wall
<br />expansion Joint
<br />® 32'-O"cc max.
<br />Ora,-:, shown on
<br />plans
<br />around bolt typ
<br />8d 0.131 "Ox2�"
<br />J
<br />0
<br />lad 0.148"Ox3"
<br />grout
<br />10d shorts 0.148"-Dxl-"plus thlckne56 of S.P.
<br />bolt
<br />z
<br />16d 0.162" (Px3� "
<br />�\
<br />20d 0.lg2Vx4"
<br />t.
<br />Holes shall be Sub -drilled where necessary to prevent splitting. Nalling not
<br />o
<br />noted
<br />below or on plans shall be a minimum of two nails at each contact.
<br />8d nails for I " material and 16d nall5 For 2" material.
<br />IF
<br />I.
<br />Joists or Rafter5........... at all bearings ..................... TN each side ..........................
<br />2 -lad
<br />2.
<br />Studs to Bearings. .........
<br />2x4 studs ................................ TN each side ..........................2-10d
<br />or End Nall..............................2-16d
<br />2x6 k 2xe studs ................. TN each side ..........................
<br />3 -lad
<br />Natl........... ...................
<br />3-16d
<br />3.
<br />Blocking ..............................
<br />orEnd
<br />between Jol5t5, rafters,......... each side, each end ....
<br />2-10d
<br />or studs or End Nall..............................2-16d
<br />between folst or rafter.......... TN each side ..........................3-!Od
<br />bearing (plates)
<br />4.
<br />Ledger.................................to
<br />stuas .................................... ledger ...................................
<br />2 -ed
<br />2" ledger..................................2-16d
<br />5.
<br />Double Top
<br />Plates...................................lower
<br />to 2x4 stud........................................................ .2-16d
<br />plate
<br />lower late to 2x6 or 2x8...5,J......................................
<br />.3-16d
<br />1
<br />1
<br />upper plate to lower plate ... (5ee typical framing detail
<br />1
<br />on typical detail sheet)
<br />16.
<br />5111 P/ates ..........................to
<br />parallel framing...................................................................
<br />20d a 12"cc
<br />1
<br />1
<br />to perpendicular framing....... each contact...................2-20d
<br />7.
<br />Multiple 5tud5...................stagger
<br />for widths more than 4':......................................16d
<br />® 12 "cc
<br />6.
<br />Built Up Beams ................
<br />10" or less In depth each side .........................................
<br />16d a 12'cc
<br />staggered
<br />more than l0" In depth ........................................................
<br />� ",P bolts at
<br />24"cc staggg'Bred
<br />4.
<br />Ceiling 5trlpping.............holes
<br />shall be predrllled................... 1 thick .......... .........2-8d
<br />(1 -slant)
<br />2" thick ...................
<br />2-16d (I -slant)
<br />ends of strJpping boards
<br />where ceiling Is plaster or A 11gypsum
<br />use Annular Ring Nails (no slant)
<br />lO.
<br />Structural
<br />Plywood..........................................................................................................................................5ee
<br />Typical
<br />Detall Sheet
<br />/!.
<br />Non -Structural
<br />Plywood...............................at
<br />supported edges ......................... flnl5h nails ..................
<br />6d ® 6 "cc
<br />at interior bearings..........................finish nolls..................6d
<br />® 6 "cc
<br />ec tions
<br />�4.12
<br />max. _ 2 `-O"
<br />U.n.O.
<br />A1B
<br />2-#5 vert full -ht
<br />c� �� mintclp. see plans for
<br />\ spec7ol Jamb bar req't5
<br />/ dowels
<br />5ectlon A fnd. typ
<br />" clr
<br />ylo �2-#5
<br />add'i full -ht
<br />/Intel a vert. typ
<br />lection B corners f
<br />Inter -sections
<br />��_ �5 (#5 min.)
<br />-- �"-- -Jamb bars run full
<br />height of cont. b/k.
<br />2-#5 bars top f bottom wall ea. side of
<br />OF all opening5 opng typ. provide-
<br />dowel
<br />rovidedowel ® Ptg
<br />klall O,c�eni�geinfor�inc�
<br />m
<br />lap
<br />46D
<br />corner bor-s moy -
<br />be used In lieu of
<br />single bend typ.
<br />t2-#5 min.
<br />Full ht. vert5.
<br />see plan For
<br />special bar
<br />req'ts.
<br />Notes: ` `-
<br />l. Concrete block shall be placed in running bond U.N.O.
<br />2. 51ze and spacing of reinforcing is shown elsewhere on drawings.
<br />�i TuaiGal Blo6k Nall Gomer and
<br />.4:12 lnterSeG tion �e in>corc inq
<br />ni
<br />-1
<br />0
<br />o �
<br />backer rod 8 0
<br />caulking full -ht. k
<br />ea. side w o
<br />I X
<br />#5 Full -ht. vert. ea. -
<br />side of expon5lon _ ft
<br />cmu wall
<br />expansion Joint
<br />® 32'-O"cc max.
<br />Ora,-:, shown on
<br />plans
<br />around bolt typ
<br />J
<br />0
<br />c
<br />grout
<br />y�.
<br />bolt
<br />z
<br />UCTURAL
<br />�\
<br />w
<br />t.
<br />0o�
<br />o
<br />wz
<br />-16o
<br />L
<br />IF
<br />1. Do not splice chord bars within 4'-0" of expansion Joint.
<br />2. Expansion JoJnt5 shall not occur within 4'-0" of window or
<br />door openings.
<br />Typical Blo6k Nall Fxban510n Joint
<br />45°
<br />q0°� 4d 2k" min.
<br />/V
<br />Tunical f-fook5 � Bends
<br />40°
<br />Z
<br />d = Rebar diameter
<br />D= bd for #3 thru #8
<br />\0� D= 8d for #q thru #ll
<br />Ties 5tirruo-c? D= lad for #14 thru #18
<br />� Rebar HOok3 Benal5
<br />4.12i
<br />SCALE
<br />DESIGNED BY
<br />DRAWN BY
<br />CHECKED BY
<br />RECORD DWGS.
<br />I" l" min. clr. all
<br />Notes:
<br />1. Bolt cast In masonry shall be grouted In place wlth I " min. of
<br />grout between bolt and masonry.
<br />2. Use temporary plywood stop to retain grout as required.
<br />Tur iG
<br />a/ Bolt G a5 t in %las onr
<br />see typ conc notes
<br />or wall elevations
<br />For lamb bars
<br />i
<br />O
<br />2-#5 min.
<br />Dowe/s From --i
<br />below
<br />T o l6 a l Jamb Re in f arc in
<br />\4.12
<br />MUNICIPAL UTILITIES DEPARTMENT
<br />CITY OF STOCKTON, CALIFORNIA
<br />APPROVED BY. S"! 4-0E
<br />DATE
<br />ASSISTANT DIRECTOR
<br />ESS
<br />around bolt typ
<br />J
<br />0
<br />c
<br />grout
<br />y�.
<br />bolt
<br />z
<br />UCTURAL
<br />�\
<br />w
<br />N
<br />ON
<br />0o�
<br />o
<br />wz
<br />-16o
<br />Notes:
<br />1. Bolt cast In masonry shall be grouted In place wlth I " min. of
<br />grout between bolt and masonry.
<br />2. Use temporary plywood stop to retain grout as required.
<br />Tur iG
<br />a/ Bolt G a5 t in %las onr
<br />see typ conc notes
<br />or wall elevations
<br />For lamb bars
<br />i
<br />O
<br />2-#5 min.
<br />Dowe/s From --i
<br />below
<br />T o l6 a l Jamb Re in f arc in
<br />\4.12
<br />MUNICIPAL UTILITIES DEPARTMENT
<br />CITY OF STOCKTON, CALIFORNIA
<br />APPROVED BY. S"! 4-0E
<br />DATE
<br />ASSISTANT DIRECTOR
<br />ESS
<br />SHEET NO. William D. Bevier
<br />Structural Engineer, Inc.
<br />SHEETS 2479 Sunrise Blvd.
<br />Gold River, CA 95670
<br />BE VIER Telephone (916) 631-3030
<br />►nn intim am STRUCTURAL ENGINEERING Facsimile (916) 631-8996
<br />WILLIAM
<br />a
<br />0
<br />c
<br />N 71I
<br />0
<br />o
<br />1 /07
<br />))�
<br />z
<br />UCTURAL
<br />�\
<br />SHEET NO. William D. Bevier
<br />Structural Engineer, Inc.
<br />SHEETS 2479 Sunrise Blvd.
<br />Gold River, CA 95670
<br />BE VIER Telephone (916) 631-3030
<br />►nn intim am STRUCTURAL ENGINEERING Facsimile (916) 631-8996
<br />1
<br />I
<br />a
<br />0
<br />JZ
<br />_l
<br />0
<br />o
<br />4
<br />i ca)
<br />z
<br />z � �
<br />cNMQONi
<br />w
<br />N
<br />ON
<br />0o�
<br />o
<br />wz
<br />-16o
<br />L
<br />1
<br />O
<br />O
<br />U
<br />c
<br />Q Q
<br />J
<br />(L Z
<br />Z W
<br />W
<br />2 W
<br />j J
<br />O Lit
<br />cc
<br />2
<br />cc
<br />W Z
<br />W
<br />LL LL=
<br />O
<br />Q
<br />Z
<br />I
<br />J
<br />W
<br />J
<br />W N
<br />W T 0
<br />I
<br />0
<br />Q
<br />V)
<br />LL
<br />O
<br />H
<br />V
<br />O
<br />le
<br />0
<br />co
<br />N
<br />0)
<br />N N t0
<br />0
<br /><
<br />0
<br />o
<br />■■
<br />wQ O N
<br />Z
<br />a!'1M
<br />z � �
<br />cNMQONi
<br />�
<br />N
<br />ON
<br />N
<br />ho M
<br />wz
<br />-16o
<br />L
<br />0-
<br />O
<br />O
<br />U
<br />c
<br />Q Q
<br />J
<br />(L Z
<br />Z W
<br />W
<br />2 W
<br />j J
<br />O Lit
<br />cc
<br />2
<br />cc
<br />W Z
<br />W
<br />LL LL=
<br />O
<br />Q
<br />Z
<br />I
<br />J
<br />W
<br />J
<br />W N
<br />W T 0
<br />I
<br />0
<br />Q
<br />V)
<br />LL
<br />O
<br />H
<br />V
<br />O
<br />le
<br />0
<br />co
<br />
|