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CONCRETE NOTES
<br />All reinforcing to be accurately and securely located prior to pouring concrete.
<br />All horizontal reinforcement to have matching dowels at corners of walls. All vertical
<br />reinforcement to have matching dowels to footing, U.O.N.
<br />2.
<br />3.
<br />Concrete is reinforced and cast-in-place unless otherwise noted. Where reinforcing is not
<br />specifically shown or where details are not given, provide reinforcing similar to that shown for
<br />similar conditions, subject to review by the owner's representative.
<br />1.
<br />All phases of work pertaining to the concrete construction shall conform to the latest edition of
<br />ACI318 "Building Code Requirements for Reinforced Concrete", and the latest edition of ACI117
<br />"Specifications for tolerances for concrete construction and materials".
<br />2.
<br />All structural concrete shall have a minimum compressive strength at 28 days shall be min 2500
<br />psi, U.N.O.
<br />3.
<br />No more than one grade of concrete shall be on the job site at any one time.4.
<br />Concrete mixes shall be prepared with type II/V portland cement conforming to ASTM C150.5.
<br />Concrete mix designs containing fly ash may be used where concrete is not visually exposed. Fly
<br />ash shall conform with ASTM C618 and may replace up to 20% porland cement by volume.
<br />6.
<br />Concrete mix proportioning shall meet statistical strength requirements of ACI 301 and ACI
<br />214R. Mix designs showing compliance with strength requirements to be submitted to E.O.R for
<br />review.
<br />7.
<br />Normal weight concrete aggregates shall conform to ASTM C33. Light weight concrete
<br />aggregates shall conform to ASTM C330.
<br />8.
<br />Concrete strength test reports shall be in compliance with ACI 318 and shall be submitted to
<br />E.O.R.
<br />9.
<br />Water used in mixing concrete shall conform with ASTM C1602.10.
<br />Thoroughly clean and roughen all hardened concrete and masonry surfaces to receive new
<br />concrete. Interface shall be roughened to a full amplitude of 1/4", U.O.N.
<br />11.
<br />REIFORCING STEEL NOTES
<br />Reinforcing steel shall conform to ASTM A615, Grade 60 for all sizes.1.
<br />4.Coverage shall be: 3" clear for concrete cast against earth, 2" clear for concrete exposed to
<br />moisture but not cast against earth, and 1 1/2" for all other conditions. (U.N.O)
<br />Framing contractor should notify E.O.R. in writing if the roofing weight exceeds 10 psf prior to
<br />construction.
<br />Typical ceiling joists with dead load DL = 6.0 psf, live load LL = 10.0 psf:
<br />- Floor: 23/32" APA rated Sturd-I-Floor T&G Exp I with min. span rating of 24" o.c. with 10d
<br />common nails (B.N. @ 6" o.c., E.N. @ 6" o.c., F.N. @ 12" o.c.)
<br />All Versa-lam laminated veneer lumber members (LVL) shall be fabricated and erected in
<br />accordance with ICC ES ESR-1040
<br />9.Stud walls perpendicular to a concrete or masonry wall shall be bolted to the concrete or
<br />masonry wall with 5/8" diameter x 8" A307 bolts at top, mid-height and bottom.
<br />8.
<br />6.
<br />2x4 2x6 2x8
<br />Spacing Max spanMax spanSpacingMax spanSpacing
<br />12"
<br />16"
<br />24"7'-7"
<br />8'-10"
<br />9'-10"12"
<br />16"
<br />24"12'-6"
<br />14'-5"
<br />16'-0"12"
<br />16"
<br />24"15'-9"
<br />18'-4"
<br />20'-5"
<br />WOOD SPECIFICATIONS & NOTES
<br />- Beams/ Post/ Rafters & all other structural framing:2x, 4x members: No. 2
<br />6x, 8x members: No. 1
<br />- Beam/Headers with 1 3/4" wide:Fb = 2800 psi, Fv = 285 psi, E = 2.0E6 psi
<br />Sawn framing lumber - Douglas Fir-Larch U.N.O:1.
<br />Engineered lumber:2.
<br />Hold-down connector bolts into wood framing require approved plate washers; and hold-downs
<br />shall be finger tight and wrench turned just prior to covering the wall framing. Connector bolts
<br />into wood framing require steel plate washers on the post on the opposite side of the
<br />anchorage device. Plate size shall be a minimum of 0.299 inch by 3 inches by 3 inches.(2305.5)
<br />- Roof diaphragm nailing to be inspected before covering. Face grain of plywood shall be
<br />perpendicular to supports. Floor shall have tongue and groove or blocked panel edges.
<br />Plywood spans shall conform with Table 2304.8(1).
<br />- Studs: use Stud grade if height up to 9'-0" and No. 2 if taller than 9'-0".
<br />- Plates and blocking: No. 2
<br />- All lumber in contact with concrete or masonry to be pressure preservative treated.
<br />- All framing lumber shall have 19% maximum moisture content at time of installation and fabrication.
<br />- Beam/Headers with 3 1/2" and wider:Fb = 3100 psi, Fv = 285 psi, E = 2.0E6 psi
<br />- Rimboard:Fb = 1750 psi, Fv = 225 psi, E = 1.3E6 psi
<br />- Roof: use 15/32" APA rated sheathing Exp 1 with a min. panel index of 32/16 with 8d
<br />common nails (B.N. @ 6" o.c., E.N. @ 6" o.c., F.N. @ 12" o.c.)
<br />Diaphragm (U.N.O. on plan):3.
<br />- All structural rated panels must be stamped by one of the following approved agencies, APA,
<br />PFS/TECO or Pittsburg.
<br />- Refer to NER 108 for installation and conditions of use
<br />Structural Glued laminated members:4.
<br />b. Adhesive shall be exterior type adhesive meeting requirements of US commercial standard
<br />PS-56 and ASTM D3737.
<br />a. All structural glued laminated members shall be combination 24F-V4 DF/DF (24F-V8 DF/DF
<br />at all continuous or cantilever applications) fabricated and erected in accordance with
<br />ANSI/ASTM standard A190.1 and ASTM D3737.
<br />c. The fabricator shall furnish AITC certificates to the structural engineer and the building
<br />inspection department prior to framing inspection.
<br />SIZE, HEIGHT AND SPACING OF WOOD STUDS
<br />Bearing Walls 10ft max.Non-Bearing Walls
<br />maximum spacing when supporting
<br />Stud Height Max.
<br />SpacingRoofOne floor
<br />& roof
<br />Two floor
<br />& roof
<br />One floor
<br />only
<br />Stud size
<br />Bearing walls exceeding 10'-0" must be designed case by case.
<br />2x4
<br />3x4
<br />2x6
<br />2-2x4
<br />2-2x6
<br />24
<br />24
<br />24
<br />-
<br />-
<br />16
<br />24
<br />24
<br />-
<br />-
<br />16
<br />16
<br />16
<br />24
<br />(inches)(inches)(inches)(inches)(inches)(feet)
<br />24
<br />24
<br />24
<br />14
<br />14
<br />20
<br />24
<br />24
<br />24
<br />not allowed
<br />--
<br />-
<br />-
<br />-
<br />Typical stud wall table:5.
<br />-
<br />I-joists shall be manufactured by Weyerhaeuser or equivalent approved ICC manufactured
<br />product.
<br />7.
<br />Install windows and doors in stud walls after dead loads are applied, and provide a 1/2" shim
<br />space at the head condition.
<br />10.
<br />All posts shall be full height from foundation to roof. Where posts are discontinous at joist space
<br />and/or from top of beams/headers to lower top plate, block this space with stud post.
<br />11.
<br />Blocking and bridging - provide as follows:
<br />- 2x solid blocking between joists and rafters over support.
<br />- 2x solid blocking between joists and rafter not over 8'-0" on center nor more than 8'-0" from
<br />support.
<br />- Omit blocking between ceiling joists and rafters 2x8 and smaller.
<br />12.
<br />- Adhesive used to attach floor sheathing to framing elements shall conform with APA
<br />specification AFG-01.
<br />All vertical pipes through plates and/or solid rim beams must be drilled clean cut w/ 1/16"
<br />tolerance. do not notch or cut plates.
<br />13.
<br />14.
<br />NAILING SCHEDULE TABLE R602.3 (1)
<br />1. Joist to sill or girder
<br />2. Bridging to joist
<br />3. 1" X 6" subfloor or less to each joist
<br />4. Wider than 1" x 6" subfloor to each joist
<br />5. 2" subfloor to joist or girder
<br />6. Sole plate to joist or blocking
<br /> Sole plate to joist or blocking
<br /> at braced wall panel
<br />7. Top plate to stud
<br />8. Stud to sole plate 2x4 Stud
<br />2x6 Stud
<br />2x8 Stud
<br />9. Double studs
<br />6-8d
<br />4-16d
<br />8-8d
<br />6-16d
<br />11. Blocking between joist or rafters
<br />to top plate
<br />12. Rim joist to top plate
<br />13. Top plates, laps and intersections
<br />14. Continuous header, two pieces
<br />15. Ceiling joists to plate
<br />16. Continuous header to stud
<br />17. Ceiling joists, laps over partitions
<br />18. Ceiling joists to parallel rafters
<br />19. Rafter to plate
<br />20. 1" diagonal brace to each stud and plate
<br />21. 1" x 8" sheathing to each bearing
<br />22. Wider than 1" x 8" sheathing to each
<br /> bearing
<br />24. Built-up girder and beams 20d at 32" O.C.
<br />2-20d
<br />2. Joist can be either sawn lumber or i-joist per plan
<br />Notes: 1. Common nails shall be used (u.n.o.)
<br />3-8d
<br />2-8d
<br />2-8d
<br />3-8d
<br />2-16d
<br />16d (box) at 16" O.C.
<br />(3) 16d (box) at 16"
<br />2-16d
<br />4-8d
<br />2-16d
<br />16d (box) at 24" O.C.
<br />10. Doubled top plates 16d (box) at 16" O.C.
<br /> Double top plates 8-16d
<br />3-8d
<br />8d at 6" O.C.
<br />2-16d
<br />16d
<br />3-8d
<br />4-8d
<br />3-16d
<br />3-16d
<br />3-8d
<br />2-8d
<br />3-8d
<br />3-8d
<br />23. Built-up corner studs 16d
<br />25. 2" planks 16d
<br />CONNECTION NAILING
<br />26. Collar tie to rafter
<br />27. Jack rafter to hip
<br />28. Roof rafter to 2-by ridge beam
<br />29. Joist to band joist
<br />30. Ledger strip
<br />3-10d
<br />3-10d
<br />2-16d
<br />2-16d
<br />2-16d
<br />3-16d
<br />3-16d
<br />LOCATION
<br />Toenail
<br />Toenail ea. end
<br />Face nail
<br />Face nail
<br />Blind and face nail
<br />Typical face nail
<br />Braced wall panels
<br />Blind and face nail
<br />Toenail
<br />End nail
<br />Toenail
<br />End nail
<br />Toenail
<br />End nail
<br />Face nail
<br />Typical face nail
<br />Toenail
<br />Toenail
<br />24" O.C.
<br />16" O.C.
<br />At each bearing
<br />Face nail
<br />Face nail
<br />16" O.C. along edge
<br />Toenail
<br />Toenail
<br />Face nail
<br />Face nail
<br />Lap splice
<br />Toenail
<br />Face nail
<br />Face nail
<br />Face nail
<br />Face nail at top &
<br />bottom staggered
<br />on opposite sides
<br />Face nail at ends &
<br />ateach splice
<br />Toenail
<br />Face nail
<br />Toenail
<br />Face nail
<br />Face nail
<br />Face nail
<br />NAILING & HARDWARE NOTES
<br />All machine bolts shall conform to ASTM A307.
<br />At interior non-shear walls, use Simpson PHNW series 0.145∅ pins with a penetration of 1 1/4"
<br />into slab at 16" O.C. to be installed in accordance with ICC ESR-2138.
<br />All nails shall be sinker nails and staggered U.N.O., except as shown in Nailing Schedule.
<br />Connectors for wood construction noted on plans and details shall be Simpson company
<br />Strong-tie connectors or approved equal.
<br />All joist hangers shall be Simpson U hanger, all beam hangers shall be Simpson HU hangers
<br />U.N.O. on plan or detail. Follow manufacturer's recommendations for installation.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />Fasteners penetrating pressure-preservative treated and fire-retardant treated wood shall be hot
<br />depped galvanized per ASTM A153, Class D.
<br />2.
<br />All diaphragm and shear wall nailing shall utilize common nails or galvanized box.
<br />1.
<br />Lag screws per ANSI/ASME standard B18.2.1 provide lead hole same diameter and depth as
<br />shank and then drill hole 60%-70% of shank diameter for threaded portions.
<br />Typically sills on concrete footing shall be anchored with 5/8" diameter x 12" min. length
<br />machine bolts with 7" embedment at 72" o.c.. Locate bolts 6" min. and 12" max. from each end
<br />of each stick. There shall be at least 2 bolts in each stick.
<br />Where notches for pipes, etc. , exceed 1/3 the width of the sill, place a bolt within 6" of each side
<br />of notch. Tiedown bolts shall not be considered as sill bolts.
<br />Bolt holes in wood and steel shall be the diameter of the bolt plus 1/16"
<br />At shear walls, anchor bolt spacing not over 48" o.c. See shear wall schedule for specific spacing
<br />of anchor bolts which may be noted as less than 48" o.c.. Anchor bolts shall be installed with
<br />plate washers of min. 3" sq. x 0.229" thick between sill plate and nut. Edge(s) of plate washers
<br />shall be 1/2" max. from inside face of shear panel(s) per detail 1/SD.0.
<br />At non shear wall, round washers shall be used on all bolts and should conform with ANSI/ASME
<br />B 18.22.1. Use min. 1 3/8" Ø x 7/64" thick washer for 1/2" Ø bolt, 1 3/4" Ø x 9/64" thick washer
<br />for 5/8" Ø bolt and 2 1/2" Ø x 11/64" thick washer for 1" Ø bolt. U.N.O.
<br />8.
<br />9.
<br />10.
<br />11.
<br />13.
<br />12.
<br />Provide #3 X 24" dowel at 24" o.c. and 12" from the corner at all concrete stoops and porches.
<br />Provide min. (1) #4 reinforcing for electrical ground, location to be verified with the electrical
<br />contractor.
<br />Verify min. foundation depth, width, reinforcing steel and additional expansive soil requirements
<br />with valid soils report and if more stringent, they shall supersede the above minimum
<br />requirements. See note #3 under reinforced concrete for concrete strength.
<br />Footings shall be examined and certified in writing by the project soil/geology engineer prior to
<br />inspection and placement of concrete.
<br />Concrete shall be to the strength and slump as specified per structural design, and consist of
<br />Portland cement ASTM C-150 Type V per soils engineer's recommendations and Building Code
<br />section 1904 (ACI 318 section 19.3.2.1) when exposed to sulfate containing solutions.
<br />Aggregates shall be per ASTM C-33. Water to be clean and potable.
<br />Placement shall be in one continuous operation unless otherwise specified. Slab surface shall be
<br />cured with 'Hunts' compound or equal or cured with other methods in accordance with good
<br />construction practice at contractor's option.
<br />Contractor shall dampen slab underlayment of sand/membrane just prior to concrete placement
<br />to assist uniform concrete curing. Slabs must not be poured during or immediately after
<br />rainstorms. The specified sand over visqueen should not be saturated at the time of the concrete
<br />pour. Any free water trapped in the sand layer must be removed prior to the concrete pour.
<br />The bottoms of footing excavations shall be level, clean and free of loose material or water when
<br />concrete is placed. Over excavation shall be filled with concrete or properly compacted fill that
<br />has been tested and approved by the soils engineer. Backfill shall not be placed until supporting
<br />foundations, walls and slab have attained sufficient strength to support lateral soil pressure.
<br />Concrete placement shall be monolithic in one continuous operation uniformly placed and must
<br />be vibrated and well consolidated unless shown otherwise on plans. Dual pour is defined by ACI
<br />as to when 1st. & 2nd. pour can not be vibrated together.
<br />Requirements for pre-saturation of subgrade soils and daylight setback of exterior footings from
<br />any descending slope shall comply with soil report recommendations.
<br />Finish grade around the perimeter of slab shall be constructed such that rain and irrigation
<br />water is drained away from the slab.
<br />All site and pad preparation, such as but not limited to shading, compacting of the fill,
<br />pre-saturation, and concrete slab base preparation, shall be performed in accordance with the
<br />soil engineer's recommendation and soils report.
<br />Foundation drawings prepared by E.O.R. reflect the structural requirements. Refer to
<br />architectural plans for dimensions, depressions, slope, shelves, patios, stoops and porches not
<br />shown in foundation drawings. Accuracy of the dimensions and final fit of the building shall be
<br />reviewed by the architect and the contractor prior to construction.
<br />Waiting period for concrete slabs-on-grade prior to start of construction is as follows:
<br />No pipes or conduits shall extend under isolated column footing or under continuous wall
<br />footings unless specifically detailed or approved by the architect, structural engineer and the
<br />building official.
<br />The contractor shall arrange for observation of the work by the soils engineer. The following are
<br />requirements of the soils engineer:
<br />a. All footing excavations shall be inspected and certified in compliance with the soils report by
<br />the soil engineer prior to placing of concrete or steel.
<br />b. Soil conditions, including compacting and moisture content, shall be inspected and certified
<br />to be in compliance with the soil report by the soils engineer prior to placing of concrete or
<br />steel.
<br />c. A certificate of compliance shall be submitted to the building official prior to his foundation
<br />inspection and to the architect and structural engineer.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.Floor slab shall be poured level to 1/8" in 10'.
<br />10.
<br />11.
<br />12.
<br />13.
<br />14.
<br />15.
<br />16.
<br />17.
<br />a. Do not walk on slab until 24 hours after concrete has been poured.
<br />b. Begin wall framing 4-5 days after concrete poured.
<br />c. Begin roof/floor framing 7-10 days after concrete poured.
<br />d. Do not load roof prior to 14 days after concrete poured.
<br />Prior to the contractor requesting a Building Department foundation inspection, the soil
<br />engineer shall advise the building official in writing that:
<br />a. The building pad was prepared in accordance with the soil report.
<br />b. The utility trenches have been properly backfilled and compacted
<br />c. The foundation excavations, the soils expansive characteristics and bearing capacity
<br />conform to the soils report.
<br />All grade beams shall be poured monolithically for their entire length.
<br />FOUNDATION NOTES
<br />Admixtures in concrete mix. containing calcium chlorides shall not be used.
<br />18.
<br />19.
<br />20.
<br />SHEET INDEX
<br />S-0 General Notes & Requirements.
<br />S-1 Foundation & Roof Framing Plan.
<br />SD.0 Structural Details.
<br />GENERAL NOTES
<br />DESIGN CRITERIA
<br />Reference to codes, rules, regulations, standards, manufacturer's instructions or
<br />requirements of regulatory agencies is to the latest printed edition of each in
<br />effect at the date of submission of bid unless the document date is shown.
<br />Do not use scaled dimensions, use written dimensions. Where no dimension is
<br />provide, consult the architect for clarification before proceeding with the work.
<br />Field measure existing dimensions not noted.
<br />Omissions or conflicts between various elements of the drawings, notes, and
<br />details shall be brought to the attention of the architect and resolved before
<br />proceeding with the work.
<br />Details of construction not shown shall be of same nature as those shown for
<br />similar conditions. Refer to the typical detail sheets for typical details of
<br />construction. Typical details apply to all construction unless specifically noted or
<br />shown otherwise. Where conditions require modifications of a typical detail, the
<br />contractor shall submit modified detail for approval by the EOR to fabrication
<br />and installation.
<br />Drawings and specifications represent finished structure. Contractor shall be
<br />responsible for means and methods of construction, including but not limited to
<br />shoring and temporary bracing. The contractor shall take all necessary measures
<br />to insure safety of all persons and structures at the site and adjacent to the site.
<br />Observation visits to the site by the architect, engineer or construction manager
<br />shall not relieve the contractor of such responsibility.
<br />Structural information shown on framing plans is for the main structural
<br />elements. Non-structural elements shall be constructed per approved code
<br />requirements.
<br />Specifications related to waterproofing, including but not limited to membranes,
<br />waterstops, sealants, flashing, vapor barrier, are as specified by architect/water
<br />proofing consultant.
<br />1.
<br />4.
<br />5.
<br />3.
<br />8.
<br />9.
<br />2.
<br />1
<br />Building code
<br />A. GENERAL
<br />2022 CBC
<br />Risk category II
<br />Soil enginieer N/A
<br />Report number N/A
<br />Date N/A
<br />Allowable soil bearing pressure 1500 PSF
<br />Allowable passive pressure -
<br />Site class
<br />D
<br />Short period spectral acceleration, S
<br />1
<br />1st period spectral acceleration, S
<br />D-Default
<br />Short period acceleration parameter, S
<br />1.296
<br />1 second acceleration parameter, S
<br />0.463
<br />Seismic response coeffiecient, C
<br />1.037
<br />0.567
<br />Response modification factor, R 6.5
<br />Seismic design category
<br />0.16
<br />Seismic importance factor, I
<br />Design base shear V = 0.7C W 0.112W
<br />B. SOIL PARAMETERS
<br />D. SEISMIC DESIGN PARAMETERS
<br />S
<br />DS
<br />D1
<br />S
<br />C. WIND DESIGN PARAMETERS
<br />Design speed
<br />Exposure category
<br />e
<br />95 MPH
<br />C
<br />S
<br />The contractor shall verify the location of existing utilities before beginning work.
<br />Special care shall be taken to project utilities that are to remain in service during
<br />construction.
<br />6.
<br />Construction materials shall be distributed when placed on the structure such
<br />that loads do not exceed design live loads or result in an unbalanced condition.
<br />10.
<br />The contractor shall inform the engineer in writing of any deviation from the
<br />contract documents.
<br />7.
<br />E. GRAVITY DESIGN PARAMETERS (PSF)
<br />Dead
<br />Roof live
<br />Live
<br />15
<br />20
<br />8
<br />10
<br />Roof Ceiling Exterior wall Interior wall
<br />17
<br />-
<br />LOAD
<br />10
<br />SPECIAL INSPECTION:
<br />The owner shall employ one or more special inspectors to provide inspections during construction. The
<br />special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the
<br />building official, for inspection of the particular type of construction or operation requiring special
<br />inspection.
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />INSPECTION SCHEDULE
<br />Soil condition
<br />Concrete work
<br />Shotcrete work
<br />Reinforcing steel
<br />Post installed anchors
<br />Structural steel
<br />Structural steel welding
<br />High strength bolting
<br />Massonry work
<br />High load diaphragms
<br />Structural wood
<br />Cold formed steel
<br />Driven deep foundation element
<br />Cast in place deep foundation
<br />REQ'DINSPECTION ITEMS REMARKSCODE REFERENCE
<br />CBC Table 1705.3
<br />CBC Table 1705.3
<br />CBC Table 1705.2.2, 1705.3
<br />CBC Table 1705.3
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.4
<br />CBC 1705.1
<br />CBC 1705.10.1, 1705.11.2
<br />CBC 1705.10.2, 1705.11.3
<br />CBC Table 1705.7
<br />CBC Table 1705.8
<br />CBC Table 1705.6
<br />See also ICC approval
<br />See note #8 above
<br />See soils report for
<br />compliance
<br />Structural wood, periodic special inspection is required for wood shearwalls, shear panels, and
<br />diaphragms, including nailing, bolting, anchoring, and other fastening of components of the seismic
<br />force resisting system, including wood shearwalls, wood diaphragms, drag struts, braces, shear panels,
<br />and holdowns, exception: special inspection is not required for wood shearwalls, shear panels and
<br />diaphragms, including nailing, bolting, anchoring and other fastening to other components of the
<br />seismic force resisting system, where the fastener spacing of the sheathing is more than 4 inches on
<br />center. Inspections shall be performed befor covering.
<br />9.
<br />Special inspection shall be provided per CBC section 1704 & 1707, see inspection schedule
<br />below, only checked items are required.
<br />Special inspections are not required where the work is done on the premises of a fabricator registered
<br />and approved to perform such work without special inspection. Approved fabricators must submit a
<br />certificate of compliance for offsite fabrications such as structural steel, precast concrete, glued laminated
<br />timber, etc.
<br />All inspections shall be performed by independent special inspectors. Job site visits by the structural
<br />engineer or building official do not constitute and are not a substitute for inspections by a special
<br />inspector.
<br />All inspection reports shall be submitted to building official and E.O.R. The final reports by the special
<br />inspectors must certify that the entire structural system complies with the approved plans and
<br />specifications.
<br />It is solely the contractor's responsibility to see that these inspections are performed.
<br />Work requiring special inspection shall be inspected by the special inspector who is present in the area
<br />where the work is performed and at the completion of work. Continuous inspection consists of full time
<br />inspection; Periodic inspection consists of part time or intermittent inspection.
<br />The following special inspections are in addition to inspections by the building official. This list is not
<br />intended to be all inclusive.
<br />Epoxy dowels ESR 2508
<br />PROJECT CONTACT
<br />OWNERSHIP
<br />IT IS THE SUBCONTRACTORS RESPONSIBILITY PRIOR TO OR DURING
<br />CONSTRUCTION TO NOTIFY THE DESIGNERS OR JOB FOREMAN IN WRITING
<br />OR IN VERBAL OF ANY PERCEIVED ERRORS OR OMISSIONS IN THE PLANS
<br />AND SPECIFICATIONS OF WHICH A SUBCONTRACTOR THOROUGHLY
<br />KNOWLEDGEABLE WITH THE BUILDING CODES AND METHODS OF
<br />CONSTRUCTION SHOULD REASONABLY BE AWARE. WRITTEN OR VERBAL
<br />INSTRUCTIONS ADDRESSING SUCH PERCEIVED ERRORS OR OMISSIONS
<br />SHALL BE RECEIVED FROM THE DESIGNERS OR JOB FOREMAN PRIOR TO
<br />THE SUBCONTRACTORS BEFORE PROCEEDING WITH THE WORK. THE
<br />OWNERS WILL NOT BE RESPONSIBLE FOR ANY DEFECTS IN
<br />CONSTRUCTION IF THESE PROCEDURES ARE NOT BEING FOLLOWED.
<br />DESCRIPTIONDATEDELTA
<br />CONVERT 439 SQ.FT
<br />GARAGE TO JADU
<br />(1 BEDROOMS,
<br />1 BATHROOMS,
<br />1KITCHEN )
<br />C
<br />NAHT NEYUGNC
<br />IVI L
<br />H .
<br />A
<br />LACF
<br />No. C81016
<br />Exp. 9/30/23
<br />OETTSA INROFI
<br />THANH NGUYEN
<br />08/03/23
<br />14572 HARPER STREET - MIDWAY CITY, CA 92655
<br />Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com
<br />THANH NGUYEN
<br />REGISTERED PROFESS IONAL ENGINEER
<br />DATE
<br />2 11/22/2024 2nd Plan Check
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<br />GENERAL NOTES
<br />& REQUIREMENTS
<br />2019 W Camden Pl &
<br />Unit# 24/15/2025
|