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NotedScale
<br />Job #
<br />2132 N El Dorado St
<br />Stockton, CA 95204
<br />(209) 227-7646
<br />Drawn By
<br />These drawings and specifications are
<br />the property and copyright of JCWagner
<br />& Associates and shall not be used or
<br />duplicated in part or in whole on any
<br />other work except by agreement with
<br />JCWagner & Associates.
<br />Checked By
<br />8/15/2022 1:50:03 PMS0.0
<br />Structural Notes357 Lincoln - Prime TableExpansion357 Lincoln Center N.Stockton, CA 9520721047
<br />NRL
<br />HJT
<br />*NOTE: All fasteners attached to pressure treated material shall be hot-dip galvanized (per ASTM A153) or stainless steel or
<br />silicon, bronze or copper material. Includes: anchor bolts, hold-down anchors, plywood edge nails, etc. [CBC 2019 §
<br />2304.10.5]
<br />INTERIOR PANELING - 3/8”6d Panel supports at 24”. Casing or finish nails spaced 6” at edges, 12”
<br />at intermediate
<br />34 INTERIOR PANELING - 1/4"4d Casing or finish nails spaced 6” on panel edges, 12” at
<br />intermediate supports
<br />FIBERBOARD SHEATHING - 25/32”1 3/4” 11 gage roofing nail , 8d common nail, 1 1/2” 16 gage staple
<br />33 FIBERBOARD SHEATHING - 1/2”1 1/2” 11 gage roofing nail , 6d common nail, 1 1/8” 16 gage staple
<br />PANEL SIDING ( TO FRAMING) - 5/8”8d Corrosion-resistant siding or casing nail
<br />32 PANEL SIDING ( TO FRAMING) - 1/2” OR LESS 6d Corrosion-resistant siding or casing nail
<br />1 1/8” TO 1 1/4”10d common or 8d deformed
<br />7/8” TO 1”8d deformed shank
<br />3/4” AND LESS 6d deformed shank
<br />WOOD STRUCTURAL PANELS AND PARTICLEBOARD, SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO
<br />FRAMING)
<br />1 1/8” TO 1 1/4”10d or 8d common
<br />7/8” TO 1”8d common or deformed shank
<br />19/32” TO 3/4”8d com. or 6d def., 2 3/8” X 0.113” nail 4“ oc at edge 8” oc field, 2” 16
<br />gage 4” , 8” oc
<br />1/2” AND LESS 6d , 2 3/8” X 0.113” nail , 1 3/4” 16 gage
<br />31 WOOD STRUCTURAL PANELS AND PARTICLEBOARD, SUBFLOOR, ROOF AND WALL SHEATHING ( TO FRAMING)
<br />30 LEDGER STRIP, FACE NAIL 3 -16d common, 4 - 3” x 0.131” nails, 4 - 3” 14 gage staples
<br />29 JOIST TO BAND JOIST, FACE NAIL 3 -16d common, 4 - 3” x 0.131” nails, 4 - 3” 14 gage staples
<br />28 ROOF RAFTER TO 2-BY RIDGE BEAM, TOENAIL OR
<br />FACE NAIL
<br />2 -16d common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staples
<br />JACK RAFTER TO HIP, FACE NAIL 2 -16d common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staples
<br />27 JACK RAFTER TO HIP, TOENAIL 3 - 10d common, 4 - 3” x 0.131” nails, 4 - 3” 14 gage staples
<br />26 COLLAR TIE TO RAFTER, FACE NAIL 3 - 10d common, 4 - 3” x 0.131” nails, 4 - 3” 14 gage staples
<br />25 2” PLANKS, AT EACH BEARING 16d common
<br />BUILT-UP GIRDER AND BEAMS, FACE NAIL AT
<br />ENDS AND AT EACH SPLICE
<br />2 - 20d common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staple
<br />24 BUILT-UP GIRDER AND BEAMS, FACE NAIL AT TOP
<br />AND BOTTOM STAGGERED ON OPPOSITE SIDES
<br />20d common at 32" oc, 3” x 0.131” nail at 24” oc, 3” 14 gage staple at
<br />24” oc
<br />23 BUILT-UP CORNER STUDS 16d common at 24” oc, 3” x 0.131” nails at 16“ oc , 3” 14 gage staples
<br />at 16” oc
<br />22 WIDER THAN 1” x 8” SHEATHING TO EACH
<br />BEARING, FACE NAIL
<br />3 - 8d common
<br />21 1” x 8” SHEATHING TO EACH BEARING, FACE
<br />NAIL
<br />3 - 8d common
<br />20 1” DIAGONAL BRACE TO EACH STUD AND PLATE,
<br />FACE NAIL
<br />2- 8d common, 2- 3” x 0.131”, 3 -3” 14 gage staples
<br />19 RAFTER TO PLATE, TOENAIL 3 - 8d at common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staples
<br />18 CEILING JOISTS TO PARALLEL RAFTERS, FACE
<br />NAIL
<br />3 - 16d common min. Table 2308.10.4.1, 4 - 3” x 0.131” nails, 4 - 3” 14
<br />gage staples
<br />17 CEILING JOISTS, LAPS OVER PARTITIONS, FACE
<br />NAIL
<br />3 - 16d common min. Table 2308.10.4.1, 4 - 3” x 0.131” nails, 4 - 3” 14
<br />gage staples
<br />16 CONTINUOUS HEADER TO STUD, TOENAIL 4 - 8d common
<br />15 CEILING JOISTS TO PLATE, TOENAIL 3- 8d common, 5 - 3” x 0.131” nails, 5 - 3” 14 gage staples
<br />14 CONTINUOUS HEADER , TWO PIECES 16d common 16” oc along edge
<br />13 TOP PLATES, LAPS AND INTERSECTIONS, FACE
<br />NAIL
<br />2 -16d common, 3 - 3” x 0.131” nail at 6” oc, 3” 14 gage staples
<br />12 RIM JOIST TO TOP PLATE, TOENAIL 8d at 6" oc, 3” x 0.131” nail at 6” oc, 3” 14 gage staple at 6” oc
<br />11 BLOCKING BETWEEN JOISTS OT RAFTERS TO TOP
<br />PLATE, TOENAIL
<br />3 - 8d common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staples
<br />DOUBLE TOP PLATES, LAP SPLICE 8 - 16d common, 12 - 3” x 0.131” nails, 12 - 3” 14 gage staples
<br />10 DOUBLE TOP PLATES, TYPICAL FACE NAIL 16d at 16" oc, 3” x 0.131” nail at 12” oc, 3” 14 gage staple at 12” oc
<br />9 DOUBLE STUDS, FACE NAIL 16d at 24" oc, 3” x 0.131” nail at 8” oc, 3” 14 gage staple at 8” oc
<br />STUD TO SOLE PLATE, END NAIL 2 - 16d common, 3 - 3 “ x 0.131” nails, 3 - 3” 14 gage staples
<br />8 STUD TO SOLE PLATE, TOENAIL 4 - 8d common, 4 - 3” x 0.131” nails, 3 - 3 “ 14 gage staples
<br />7 TOP PLATE TO STUD, END NAIL 2-16d common, 3 - 3” x 0.131” nails, 3 -3” 14 gage staples
<br />SOLE PLATE TO JOIST OR BLOCKING AT BRACED
<br />WALL PANELS
<br />3 - 16d at 16", 4 - 3” x 01.31 nails at 16”, 4 - 3” 14 gage staples per 16”
<br />6 SOLE PLATE TO JOIST OR BLOCKING, TYPICAL
<br />FACE NAIL
<br />16d at 16"oc, 3” x 0.131” nails at 8” oc, 3” 14 gage staples at 12” oc
<br />5 2” SUBFLOOR TO JOIST OR GIRDER, BLIND AND
<br />FACE NAIL
<br />2 - 16d common
<br />4 WIDER THAN 1” x 6” SUBFLOOR TO EACH JOIST,
<br />FACE NAIL 3 - 8d common
<br />3 1” x 6” SUBFLOOR OR LESS TO EACH JOIST, FACE
<br />NAIL 2 - 8d common
<br />2 BRIDGING TO JOIST, TOENAIL EACH END 2 - 8d common, 2 -3 ” x 0.131“ nails, 2 - 3” 14 gage staples
<br />1 JOIST TO SILL OR GIRDER, TOENAIL 3 - 8d common, 3 - 3” x 0.131” nails, 3 - 3” 14 gage staples
<br />Connection Fastening (a.), (m.)
<br />Table 2304.9.10.1 - Fastening Schedule 2019 C.B.C.
<br />11. Anchor bolts for general use and at hold down locations shall be ASTM F1554 Gr. 36 bolts, with A563
<br />Grade A heavy hex nuts & F436 Type I washers.
<br />10. Protect concrete from hot or cold weather conditions, which can reduce strength or damage
<br />concrete, in accordance with ACI 305 and 306.
<br />9. Pipes shall not be embedded in structural concrete unless stated on the plans or approved by the
<br />Engineer. Maximum pipe size shall be 1/3 of the slab thickness, located at mid-depth. Minimum
<br />spacing shall 3 times the pipe diameter. Pipes/sleeves shall not impair the strength of the member.
<br />8. Concrete slab on grade control joints shall be placed such that the enclosed area is less than 150
<br />square feet(~12' x 12'), unless otherwise stated on plans or an approved mix design allowing greater
<br />enclosed area is approved.
<br />7. All items to be cast in concrete such as reinforcing steel, ducts, anchor bolts, dowels, pipes, sleeves,
<br />conduits, etc., shall be securely fastened to prevent movement during the concrete placement.
<br />6. Concrete mixing, transport, & placement shall be per ACI 304. Mechanically vibrate all concrete as
<br />necessary when placed to achieve a uniform placement minimizing voids. Remove all debris from
<br />forms before placing concrete. Concrete shall not be allowed to be dropped through reinforcing
<br />steel or greater than 5 feet or any situation that may adversely affect the air entrainment or structural
<br />properties of the concrete. Care must be taken when placing slabs on grade as to not disturb the
<br />subgrade material.
<br />5. No more than 90 minutes shall elapse between concrete batching and placement, unless approved
<br />by Engineer or Authorized Testing Agency.
<br />4. Portland Cement shall be Type II and conform to ASTM C150.
<br />3. All concrete shall be regular weight of 145-150 pounds per cubic foot using aggregates conforming
<br />to ASTM C33. Water shall be clean and potable.
<br />2. Concrete mix designs shall be done by a certified laboratory and approved by the Engineer.
<br />Concrete Slump . . . . . . . . . . . . . . . . . . . . . 4"-6"
<br />Max. Water to Cement Ratio . . . . . . . . . . 0.50
<br />1. Min. 28 day compressive strength. . . . . . . 2500 psi
<br />Concrete:
<br />8. Foundation excavations should be properly prepared in accordance with
<br />the recommendations of the geotechnical engineer. All footing and pier
<br />excavations should be observed by a representative of of the
<br />geotechnical engineer prior to placement of reinforcing steel, in order to
<br />examine competency of soils.
<br />7. Backfill and re-compaction of all trenches prior to any construction above
<br />or adjacent to trench is to be done per soils report (min. 90% compaction).
<br />6. Adequate drainage away from structural wall or foundation shall be
<br />provided by Contractor as required.
<br />5. Backfilling against foundation walls or exterior walls shall not commence
<br />until after the top of the walls are restrained by the completed floor or roof
<br />systems.
<br />4. Conventional concrete slabs on grade shall be supported per the
<br />Geotechnical Report if provided. Fill material or subgrade material shall be
<br />moistened, but not saturated, prior to concrete placement. Care shall be
<br />taken as to not damage the integrity of the fill or subgrade
<br />material/preparation.
<br />3. All footings shall extend below grade the minimum embedment depth as
<br />noted on plans. Grade shall be defined as the lowest of the following:
<br />· building pad subgrade
<br />· lowest surrounding soil grade within 5'-0" of the building
<br />2. Geotechnical parameters used for foundation design:
<br />· Allowable Net Soil Bearing...............................1500 psf
<br />1. Excavations and soil work, including all required inspections during
<br />construction, shall comply with the requirements of Chapter 18 of the 2019
<br />California Building Code.
<br />Foundation:
<br />5. Reinforcing bar spacing shown on plans are maximum on centers. All bars
<br />shall be detailed and placed per CRSI specifications handbook. Securely
<br />tie all bars in location prior to concrete placement.
<br />4. Welding of reinforcing bars, metal inserts, and connections shall conform to
<br />AWS D.4, and shall be made only at locations shown on the plans or details.
<br />All reinforcing to be welded shall be ASTM A706, Grade 60 weldable steel.
<br />3. Mechanical splice couplers shall have current ICBO approval and shall be
<br />capable of developing 125% of the bar strength.
<br />2. Lap splices of reinforcing steel in concrete shall be according to ACI 318
<br />Chapter 25 or lap schedule where present, unless otherwise noted. Stagger
<br />splices a minimum of one lap length. No tack welding of reinforcing bars is
<br />allowed. The latest ACI code and detailing manual apply. Provide bent
<br />corner bars to match and lap with horizontal bars at all corners and
<br />intersections per typical details. Vertical bars shall be spliced at or near
<br />floor lines. Splice top bars at center line of span and bottom bars at the...
<br />1. Reinforcing steel shall conform to the requirements of ASTM 615. Reinforcing
<br />steel shall be Grade 60 (Fy 60 ksi) deformed bars for all bars #4 and larger
<br />including bars used for concrete walls, beams or columns. Reinforcing may
<br />be grade 40 (Fy 40 ksi) deformed bars for all bars #3 and smaller unless
<br />otherwise noted on plans. Reinforcing shall be bent cold. Bars are allowe...
<br />Reinforcing Steel:
<br />6. Grout beneath column bases or bearing plates shall be 5,000 psi (min) non-shrink
<br />flowable grout or drypack. Install grout under bearing plates before framing
<br />members are installed have been plumbed but prior to floor or roof installation.
<br />Grout depth shall be sufficient to allow grout or drypack to be placed beneath
<br />plate without voids (1-1/2" typical).
<br />5. Welding shall be performed by welders holding valid certificates and having
<br />current experience in the type of welding shown on the plans. All welding shall
<br />use E70XX low hydrogen electrodes or 70ksi weldable wire unless otherwise noted
<br />on the plans. Shop welding may use 70ksi weldable wire. All welds involving
<br />reinforcing bars shall use E7018 electrodes. All welding shall conform to the latest
<br />edition of American Welding Society Standards. No tack welding of ASTM A325 or
<br />ASTM A490 bolts.
<br />4. All structural and miscellaneous steel shall be fabricated and erected in
<br />accordance with the latest edition of AISC specifications for design, fabrication
<br />and erection.
<br />3. All galvanized bolts and nuts shall be of the same process as specified in the
<br />plans. Mixing of hot dipped galvanized bolts with mechanically galvanized nuts is
<br />prohibited.
<br />2. All bolts shall be installed as bearing type connections with the threads included
<br />in shear planes (type "N" connection unless otherwise noted). All high strength
<br />bolts shall be fully pretensioned using load indicator washers or appropriate
<br />torque wrench. Foundation anchor bolts do not need to be pretensioned.
<br />ASTM A108 (type B)
<br />ASTM F1554
<br />ASTM F959
<br />Threaded Rod ASTM A36 36 ksi
<br />Shear Studs ASTM A108 (type B) --
<br />Anchor Bolts ASTM F1554 36 ksi
<br />Load Indicator Washers ASTM F959 --
<br />Hardened Steel Washers ASTM F436 --
<br />Nuts ASTM A563 --
<br />Bolts ASTM A325 --
<br />Cold Formed Shapes ASTM A570 33 ksi
<br />HSS (rectangular)ASTM A500 (Grade B)46 ksi
<br />HSS (round)ASTM A500 (Grade B)42 ksi
<br />Bars and Plates ASTM A36 36 ksi
<br />Channels & Angles ASTM A36 36 ksi
<br />W,WT ASTM A992 Grade 50 50 ksi
<br />Shape Standard/Grade Fy
<br />1. Structural steel members shall conform to the following minimum standards and
<br />material properties
<br />Structural Steel:
<br />8. All light framing connections shall be per CBC table 2304.9.1. unless otherwise stated on the plans.
<br />7. Any location calling out a 16d nail may be substituted for a #8 wood screw of the same length unless
<br />otherwise noted except for Simpson connections.
<br />6. All exterior wood for the vision screen shall be pressure treated. All sheathing shall be exterior grade.
<br />5. All bolts shall be installed in holes bored with a bit 1/16" larger than the diameter of the bolt. Bolts and nuts
<br />seating on wood shall have washers as specified by the plans under the nut. Ding threads or install
<br />additional nut to prevent loosening of nuts. Lag bolts shall be installed in pre-drilled holes with wrench.
<br />4. Bottom plates resting on concrete or masonry shall be pressure treated douglas fir-Larch sole plates and
<br />shall be anchored per structural details and shear wall schedule.
<br />3/4" F Structural I floor 48/24 10d @ 6" O.C. 10d @ 12" O.C.
<br />3/4" R rated sheathing roof 48/24 10d @ 6" O.C. 10d @ 12" O.C.
<br />5/8" rated sheathing roof 40/20 10d @ 6" O.C. 10d @ 12" O.C.
<br />19/32" rated sheathing roof 40/20 10d @ 6" O.C. 10d @ 12" O.C.
<br />1/2" rated sheathing walls/roof 32/16 8d @ 6" O.C. 8d @ 12" O.C.
<br />15/32" rated sheathing walls/roof 32/16 8d @ 6" O.C. 8d @ 12" O.C.
<br />7/16" rated sheathing walls/roof 24/16 8d @ 6" O.C. 8d @ 12" O.C.
<br />3/8" rated sheathing walls -8d @ 6" O.C. 8d @ 12" O.C.
<br />1/4" rated sheathing walls -6d @ 6" O.C. 6d @ 12" O.C.
<br />Thickness Grade/ Materials Use Span Rating Edge Nailing Field Nailing
<br />3.Structural-use panels shall be performance rated by the American Plywood Association (APA). Panels
<br />shall comply with I.C.B.O. report No. NER-108, Exposure 1. Install per manufacturer recommendations.
<br />Structural-use panels shall conform to IBC standard 23-2 and 23-3. Plywood shall be five-ply sheathing lay
<br />up plywood with face grain perpendicular to supports. Plywood may be oriented per shearwall schedule.
<br />Oriented strand board (OSB) may be used as an alternate to plywood. Provide blocking at panel edges
<br />where indicated on plans. Panels shall conform to the following nominal thickness, span rating and nailing
<br />pattern unless noted otherwise:
<br />Fabrication and handling shall comply with the latest AITC and ASTM standards. Beams shall be
<br />manufactured with 2000' radius min. camber unless specifically noted on the plans. All laminations shall be
<br />1-1/2" thick (min.).
<br />Fb 2,400 psi Fv 265 psi Fc(Perpendicular) 650 psi E 1,800 ksi
<br />2. Glued-Laminated beams (GLB) shall be Douglass Fir-Larch Combination 24F-V4 at simple span beams and
<br />24F-V8 at cantilever and multi-span beams, UNO, and shall have the minimum properties:
<br />6x posts Doug Fir-Larch, No. 2
<br />4x posts Doug Fir-Larch, No. 2
<br />Joists and all other sawn lumber Doug Fir-Larch, No. 1
<br />2x6 studs, blocking & top plates Doug Fir-Larch, No. 2
<br />2x4 studs, blocking & top plates Doug Fir-Larch, No. 2
<br />Size Species & Grade
<br />1. Sawn framing lumber shall comply w/ the latest edition of the grading rules of Western Wood Products
<br />Association or the West Coast Lumber Inspection Bureau. All sawn lumber shall be stamped with the grade
<br />mark of an approved lumber grading agency. Sawn lumber shall have the following minimum grade
<br />(UNO):
<br />Wood Revision Schedule
<br /># Date Description
<br />07/28/2021 Client Review
<br />07/19/2022 Client Review - Revised
<br />Layout
<br />8/11/2022 Client Review - Revised
<br />Column Locations
<br />A 08/15/2022 CYC1 Plan Check
<br />8/15/2022
<br />Hazen
<br />Talbott
<br />Digitally signed
<br />by Hazen
<br />Talbott
<br />Date:
<br />2022.08.15
<br />13:53:09 -07'00'
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