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GENERAL REQUIREMENTS
<br />GENERAL REQUIREMENTS
<br />Work performed shall comply with the following:1.
<br />2.
<br />3.
<br />4.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />11.
<br />12.
<br />13.
<br />14.
<br />5.
<br />Earth Strata, Inc.
<br />1.
<br />DESIGN CRITERIA
<br />SOILS
<br />SOILS REPORT NO. 234812-10A, DATE: 3/30/2023
<br />3.
<br />LATERAL LOADS:2.
<br />Floor load
<br />Dead Load = 25 psf
<br />Live Load = 40 psf
<br />Total = 65 psfTotal = 43 psf
<br />Live Load = 20 psf
<br />Dead Load = 23 psf
<br />Roof Load
<br />DESIGN LOADS:
<br />TYPICAL FLOOR/ROOF DECK/DECK SHEATHING
<br />B.N.:10d common nails at 6" o.c.
<br />E.N.:10d common nails at 6" o.c.
<br />F.N.:10d common nails at 12" o.c.
<br />TYPICAL SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING
<br />LUMBER GRADES ( U.N.O. )
<br />6x & 8x posts / beams / headers: DFL #1
<br />4x posts / beams / headers: DFL #2
<br />2x joists / rafters: DFL #2
<br />Studs: D.F.L. Stud Grade (up to 9'-0"), DFL #2 (taller than 9'-0")
<br />Top plates & Mud sills: DFL construction grade or better
<br />4.
<br />5.
<br />6.
<br />See structural wood note #11 for additional mud sill requirements
<br />1.
<br />2.
<br />3.
<br />SHOP DRAWINGS
<br />These General Requirements unless otherwise noted on plans or specifications.
<br />All applicable local, State and Federal Codes, Ordinances, Laws, regulations and Protective Covenants governing the
<br />site of work.
<br />Standard Specifications of ASTM as noted herein and as required by the Building Code.
<br />All work needs to be performed by qualified and experienced contractors familiar with this type of project.
<br />On site verification of all dimensions and conditions shall be the responsibility of the contractor and sub-contractors.
<br />Noted dimensions take precedence over scale of drawings.
<br />Engineer or architect of record is to be notified immediately by the contractor should any question arise or any
<br />discrepancy be found pertaining to the working drawings and/or specifications.
<br />No deviations from these requirements and structural details shall be made without the written approval of Gouvis
<br />Engineering Consulting Group. Approval by the inspector does not constitute authority to deviate from plans or
<br />specifications.
<br />The design, adequacy, and safety of erection bracing, shoring, temporary supports, etc., is the sole responsibility of
<br />the contractor, and has not been considered by the architect or engineer. The contractor is responsible for the stability
<br />of the structure prior to the application of all shear walls, roof and floor diaphragms, and finish materials. The
<br />contractor shall provide the necessary bracing to provide stability prior to the application of the aforementioned
<br />materials. Observation visits to the site by the architect or structural engineer shall not imply the assumption of any
<br />responsibility in this regard.
<br /> The builder has requested, contracted with and is compensating Gouvis Engineering Consulting Group for the limited
<br />services of providing the minimum structural engineering drawings required, when combined with the other builders'
<br />consultants drawings, to obtain a building permit for this project. These drawings are not intended to, nor do they detail
<br />all conditions, identify all materials, or define or limit the scope of work required to complete the project. The builder
<br />has requested, accepted, and represented that the he will select all materials and manufacturers, qualify and select all
<br />installers, direct all ways and means of construction, and provide all subcontractors additional information, above and
<br />beyond these drawings, required to complete the project in conformance with all governing agencies and the work will
<br />meet or exceed accepted industry standards.
<br />Special inspection per Building Code Sec.1704 is required & applies to the types of work indicated on sheet SN-1.1
<br />(Note: Special inspectors qualification and responsibilities should comply with Building Code Section 1701
<br />Requirements.)
<br />Structural analysis for this project is done per applicable Building Code at the time of design considering standard of
<br />care.
<br />Upon completion of above by the engineer & prior to start of construction, contractor is responsible to check all
<br />dimensions, coordinate with the work of other consultants & other trades to ensure compliance with his/her
<br />requirements.
<br />Foundation engineering has been predicated on data and recommendations contained in the soils
<br />report by:
<br />This report is considered part of the calculations and construction documents and is to be adhered to
<br />in all of its recommendations and requirements. Verify minimum foundation depth, width, reinforcing
<br />steel and additional expansive soil requirements with valid soils report and if they are any more
<br />restrictive, then they shall supersede the Gouvis Engineering Consulting Group minimums.
<br />Use ring or screw shank nails and glue sheathing to framing using adhesives meeting APA specification AFG-01 or
<br />ASTM D3498. Apply glue in accordance with manufacturer's recommendations.
<br />As an alternate to 10d common nails, the following fastners can be used: Grabber plywood screws (ICC-ER-5280), or
<br />Simpson Strong-Tie quick drive screws (ICC-ER-1472), min 2" long @ 6" o.c. B.S., @ 6" o.c. E.S. and 12" o.c. F.S.
<br />*Note: All structural rated panels must be stamped by one of the following approved agencies, APA, PFS/TECO or
<br />Pittsburg.
<br />15/32" APA rated sheathing Exp 1 with a min. panel index of 32/16.
<br />Refer to NER 108 for installation and conditions of use.
<br />Sufficient copies of shop drawings for any member or product designed by entity other than Gouvis Engineering
<br />Consulting Group shall be submitted to Gouvis Engineering Consulting Group prior to fabrication for review.
<br />Contractor shall submit shop drawings of reinforcement for concrete masonry walls, concrete components with
<br />compressive strength more than 2500 psi and structural steel to Gouvis Engineering Consulting Group to review and
<br />obtain approval prior to fabrication. Shop Drawings shall be original drawings prepared for the project specific
<br />information, drawn accurately to scale. Direct copies and modified reproductions of the Contract Documents will not be
<br />accepted. Allow sufficient time from the receipt of complete submittal for review and processing by Gouvis Engineering
<br />Consulting Group.
<br />Review of shop drawings by Gouvis Engineering Consulting Group does not relieve the engineer responsible for the
<br />design or the contractor from compliance with Building Code.
<br />Gouvis Engineering Consulting Groups review of the shop drawings consists of checking general conformance with
<br />structural drawings. Design accuracy of such product, dimensions and quantity of the product is not reviewed by
<br />23/32" APA rated Sturd-I-Floor T&G Exp I with min. span rating of 24" o.c. Refer to
<br />NER 108 for installation and conditions of use
<br />Building Code - 2022 CBC
<br />In case of conflict, the more stringent requirement shall govern.
<br />C
<br />95Wind Speed:
<br />Wind Exposure:
<br />Site Class =D-default
<br />1.47
<br />0.48
<br />1.176
<br />0.48
<br />Seismic Design Category:D
<br />Seismic Importance Factor (I) =1
<br />S1 :SD1 :
<br />SDS :SS :
<br />15.Gouvis Engineering shall have no liability for waterproofing or moisture transmission issues, whether related to concrete
<br />slabs, footings, foundations, or otherwise. Owner and Contractor shall be entirely responsible for such issues, and will
<br />defend and indemnify Gouvis Engineering against all such claims.
<br />Structural Observation is required for structures greater than two stories above grade plane and
<br />assigned to Seismic Design Category "E". Contractor/Owner must contact Gouvis Engineering to
<br />schedule observations as needed basis prior to specific stage of that phase.
<br />B.N.:8d common nails at 6" o.c.
<br />E.N.:8d common nails at 6" o.c.
<br />F.N.:8d common nails at 12" o.c.
<br />1.2
<br />1.5Fv :
<br />Fa:
<br />Corridor load
<br />Dead Load = 25 psf
<br />Live Load = 100 psf
<br />Total = 125 psf
<br />STRUCTURAL STEEL
<br />1.
<br />GENERAL
<br />MATERIALS
<br />2.
<br />3.
<br />5.
<br />Steel pipe shall conform to ASTM A53, Grade B (Fy=35 ksi).
<br />Rectangular and square HSS tubing shall conform, to ASTM A500, Grade B (Fy=46 ksi).
<br />6.
<br />WELDS
<br />9.
<br />7.
<br />All structural steel materials and construction shall conform to the requirements specified in Building Code, Chapter
<br />22 & Reference.
<br />Steel shall be primed with a rust resistance primer & should conform to ASTM A36 (fy=36 ksi) as a minimum, unless
<br />otherwise noted. All W shapes to be ASTM A992. (fy=50 ksi)
<br />All structural welding procedures and materials shall conform to Building Code, Section 2204.1. All welding shall be
<br />by the shield metal arc welding process or the submerged arc welding process using E7OXX-low hydrogen
<br />electrodes, unless otherwise noted.
<br />All bolts for connections of steel members shall conform to Building Code, Section 2204.2 & ASTM A325N, unless
<br />otherwise noted. Holes for bolts should be drilled or punched & shall be 1/16" larger than bolt diameter.
<br />All shop welding and fabrication must be done in a shop approved by a special inspection agency which is approved
<br />by the Building Official. All field welding must be performed by a certified welder and a special inspector shall
<br />continuously inspect all structural field welding. Both shall be approved by the Building Official.
<br />4.Round HSS tubing shall conform to ASTM A500 Grade B ( Fy=42 ksi )
<br />8.Prefabricated steel moment frames per manufacturer. Steel moment frame manufacturer shall submit shop drawing,
<br />design calculations, and approved moment frame test report (ICC, IAMPO, or test per Appendix S of AISC SEISMIC
<br />PROVISION) to GOUVIS ENGINEERING for review.
<br />REINFORCED CONCRETE
<br />1.
<br />2.
<br />GENERAL
<br />MATERIALS
<br />3.Concrete aggregates shall conform to Building Code Section 1903.
<br />CONCRETE MASONRY
<br />1.
<br />GENERAL
<br />STRENGTH
<br />SPECIAL INSPECTION
<br />BEND
<br />R= 5(d) FOR #14 THRU #18
<br /> TYP. REINFORCING DETAILS
<br />LAP SPLICE
<br />STIRRUP
<br />6(d
<br />)
<br />
<br />M
<br />I
<br />N
<br />.
<br />TIE OR HOOK
<br />6(d
<br />)
<br />
<br />M
<br />I
<br />N
<br />.
<br />MADE COLD
<br />DI
<br />M
<br />E
<br />N
<br />S
<br />I
<br />O
<br />N
<br />DE
<br />T
<br />A
<br />I
<br />L
<br />I
<br />N
<br />G
<br />OR
<br />3
<br />"
<br />
<br />M
<br />I
<br />N
<br />.
<br />- ALL BENDS SHALL BE
<br />STIRRUP ALT. 135° BENDS
<br />- PUT CROSSTIE W/ EACH
<br />D= 4(d) FOR #3 THRU #5
<br />D= 6(d) FOR #6 THRU #8
<br />OR
<br />
<br />3
<br />"
<br />
<br />M
<br />I
<br />N
<br />.
<br />12
<br />(
<br />d
<br />)
<br />
<br />F
<br />O
<br />R
<br />
<br />#
<br />6
<br />
<br />T
<br />H
<br />R
<br />U
<br />
<br />#
<br />8
<br />DI
<br />M
<br />E
<br />N
<br />S
<br />I
<br />O
<br />N
<br />DE
<br />T
<br />A
<br />I
<br />L
<br />I
<br />N
<br />G
<br />NOTES:
<br />CROSSTIE
<br /> MEMBER BELOW, EXCLUDE
<br /> CONCRETE IS CAST IN THE
<br /> THAN 12 INCHES OF FRESH
<br /> BARS SO PLACED THAT MORE
<br /> FOR TOP BARS (HORIZONTAL
<br />* INCREASE LENGTH BY 30%
<br />WIRE TIE END
<br /> WALLS)
<br />D D
<br />48(d) MASONRY (U.N.O.)
<br />48(d) * IN CONCRETE
<br />90° BEND
<br />8(d)
<br />R
<br />R= 4(d) FOR #9 THRU #11
<br />R= 3(d) FOR #3 THRU #8
<br />2 1/2" MIN.8(d)
<br />180° BEND
<br />R12
<br />"
<br />4(d) OR
<br />4"
<br />M
<br />I
<br />N
<br />.
<br />
<br />O
<br />R
<br />4"
<br />M
<br />I
<br />N
<br />.
<br />
<br />O
<br />R
<br />6(d
<br />)
<br />R
<br />8.
<br />9.
<br />STRENGTH
<br />7.
<br />10.
<br />11.Min. concrete cover for reinforcing:
<br />a- Concrete, placed against earth not formed - 3"
<br />b- Concrete formed or troweled - 2"
<br />c- Walls and curbs - 1 1/2"
<br />d- Slab on grade - at center
<br />9.
<br />Dowels shall be equal in size and spacing.
<br />4.
<br />6.
<br />All concrete masonry materials and construction shall be in accordance with Building Code, Chapter 21.
<br />The specified compressive strength of masonry, f'm, shall be 2000 psi, unless noted otherwise.
<br />Special inspection for concrete masonry construction shall be carried out in accordance with Building Code Section
<br />1704 and requirements in Special Inspection tables on sheet SN-1. Masonry compressive strength, f'm shall be
<br />verified by Unit strength method or Prism test method prior to and during construction as described in Building Code,
<br />Section 2105.
<br />All reinforced concrete materials and construction shall conform to Building Code, chapter 19.
<br />Cement shall conform to Section 1903 of Building Code and shall correspond to that on which the selection of
<br />concrete proportions were based.
<br />Portland cement shall be Type I or II conforming to ASTM C150. For concrete in contact with soil containing sulfate
<br />So4 ≥ 0.1% by weight use Type II cement, containing sulfate So4 ≥ 0.2% by weight useType V cement. Weight
<br />percentage of So4 shall be per soils report.
<br />Refer to Section 1904 of the Building Code for special exposure conditions as required by soils engineer & see
<br />corrosion engineer's recommendations for concrete exposed to corrosive elements.
<br />Reinforcing steel shall conform to ASTM A615. Grade 40 for sizes #3 and Grade 60 for sizes #4 and larger.
<br />The (28 days) concrete compressive strength, f'c, shall be min 2500 psi U.N.O.
<br />Special inspection is required for concrete with f'c > 2500 psi unless the use of concrete with
<br />f'c > 2500 psi is solely for item #8 above.
<br />All reinforcing, dowels, holdowns, and other inserts shall be secured in position and approved by the local building
<br />official prior to the pouring of any concrete.
<br />5.
<br />2.
<br />MATERIALS
<br />3.
<br />4.
<br />6.
<br />7.
<br />5.
<br />All materials making up finished concrete masonry construction shall conform to standards required by Building Code
<br />Sec. 2103.
<br />Grade N concrete bricks are for use as architectural veneer and facing, limited to in exterior walls.
<br />Grade S concrete bricks are for general use where moderate strength and resistance to frost action and moisture
<br />penetration is required.
<br />Concrete masonry units shall conform to ASTM C90 for load bearing concrete masonry units. Concrete brick shall
<br />conform to ASTM C55, Specifications for Concrete Building Brick.
<br />Grout shall comply with Article 2.2 of TMS 602-16 and shall attain a minimum compression strength at 28 days of
<br />2000 psi or the required compression, f'm, whichever is greater. The compressive strength of grout shall be
<br />determined in accordance with ASTM C-1019.
<br />Mortar shall be type M or S as applicable and conforming with ASTM C270 and shall be proportioned per Article 2.1 &
<br />2.6A of Specification for Masonry Structures (TMS 602-16).
<br />8.The (28 days) concrete compressive strength, f'c, for concrete in contact with soil with weight percentage of sulfate
<br />(So4) ≥ 0.10 shall be 4000 psi, and with weight percentage of sulfate (So4) ≥ 0.20 shall be 4500 psi. Special inspection
<br />is not required.
<br />1.
<br />2.
<br />4.
<br />3.
<br />MISCELLANEOUS
<br />All grade beams shall be poured monolithically for their entire length.
<br />SHEET ROCK ON FRAMING5.
<br />5/8" : 16 individual 4x10 sheets (8 pairs of sheets)
<br />1/2" : 20 individual 4x10 sheets (10 pairs of sheets)
<br />Grout under base plates shall be non-shrink type and shall have compressive strength equal to or greater than the
<br />concrete or masonry supporting it.
<br />All reinforcing to be accurately and securely located prior to pouring concrete or grouting masonry.
<br />All horizontal reinforcement to have matching dowels at corners of walls. All vertical reinforcement to have matching
<br />dowels to footing, unless otherwise noted.
<br />Stacked sheet rock loading shall be limited to the following quantities in any one room:
<br />The shoring of the floor supporting stacked sheet rock is required if the number of sheet rock exceeds the
<br />quantities listed above.
<br />6.Automatic sprinkler system specification & details by others
<br />7.The contractor is responsible for taking measures to mitigate the effects of building shrinkage in structures
<br />consisting of 3 or more stories of wood framed construction. As an alternate, use MC-15 studs for top plates, sole
<br />plates and conventional joists (No I-Joist):
<br /> The lower 3 levels of 5 story bldgs.
<br /> The lower 2 levels of 4 story bldgs.
<br /> The lower first level of 3 story bldgs.
<br />8.Structural information as Beams, Columns, Posts, Guiderails, Hoist Beams, Foundation Pits, etc.
<br />shown on structural drawings related to roof/floor system of elevator's hoistways and machine rooms are
<br />preliminary and may be changed or items added once we are provided with elevator submittals.
<br />17.
<br />18.All ledgers shall be spliced with ST22 strap, unless noted otherwise.
<br />19.
<br />Building Code 2308.5.1 balloon framed walls (non-bearing) stud heights:
<br />- 2x4's @ 16" o.c. maximum 14'-0" height
<br />- 2x6's @ 16" o.c. maximum 20'-0" height
<br />24.
<br />MINIMUM QUALITY
<br />1.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />FRAMING
<br />9.
<br />10.
<br />12.
<br />13.
<br />14.
<br />15.
<br />16.
<br />8.
<br />Do not bend the Simpson PA straps.7.
<br />11.
<br />20.
<br />21.
<br />22.
<br />23.
<br />3 1/2
<br />3 1/4 X .148
<br />3 X 0.148
<br />16d Common
<br />(16d Sinker)
<br />12d Common
<br />10d Common
<br />ORANGEX .162
<br />GREEN
<br />PURPLE
<br />3 1/4 X .131
<br />2 1/2 X .131
<br />2 3/8 X .113
<br />COLOR CHART FOR
<br />DIAMETER
<br />16d Short
<br />8d Common
<br />8d Cooler
<br />FASTENER
<br />BLACK
<br />BLUE
<br />YELLOW
<br />COLORS8d COMMON
<br />8d SINKER
<br />Ø= 0.113 - L= 2 3/8"
<br />Ø= 0.148 - L= 3"
<br />10d COMMON
<br />Ø= 0.148 - L= 3 1/4"
<br />16d SINKER
<br />Ø= 0.162 - L= 3 1/2"
<br />16d COMMON
<br />Ø= 0.12 - L= 2 7/8"
<br />10d SINKER
<br />*ACTUAL NAIL SIZES
<br />All structural wood shall be of Douglas Fir Larch species, (19% maximum moisture content at the time of construction
<br />U.N.O.).
<br />All machine bolts shall conform to ASTM A307. Holes for bolts should be drilled 1/16" larger than bolt diameter.
<br />For non-shear wall applications, round washers shall be used on all bolts and should conform with ANSI/ASME B
<br />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 for 5/8" Ø bolt and 2 1/2"
<br />Ø x 11/64" thick washer for 1" Ø bolt. U.N.O.
<br />All nails shall be sinker nails and staggered U.N.O., except as shown in Nailing Schedule.
<br />Adhesive used to attach floor sheathing to framing elements shall conform with APA specification AFG-01.
<br />Manufactured hardware specified on the drawings are to be Simpson Strong Tie (Unless specifically authorized in
<br />writing by Gouvis Engineering Consulting Group). Follow all manufacturer's requirements & recommendations for
<br />installation & handling of the product.
<br />Fasteners specified on the drawings may be colored using manufacturer's brands that utilize the color coded system.
<br />Follow all code and manufacturer's requirements/recommendations for installation & handling of the products.
<br />Ø= 0.131 - L= 2 1/2"
<br />All framing, bracing, nailing, notching, drilling or boring shall be in accordance with Building Code unless more
<br />stringent requirements are specified or required by the local Jurisdiction.
<br />Fabrication and handling of Glue-lam beams shall be per ANSI/AITC A 190.1 . Standard beams to bear legible
<br />APA-ENS or AITC grade stamp. An APA- EWS CRAN AITC Certificate of conformance for glued-laminated members
<br />should be submitted to the field inspector prior to installation and Glue-lam members shall be 24F-V4, DF/DF with
<br />standard camber on roof beams except cantilever end (U.N.O.). All cantilever ends and floor beams shall have zero
<br />camber u.n.o. All beams shall be fabricated using waterproof glue.
<br />Fasteners in contact with preservative treated lumber and fire retardant treated wood shall be of
<br />hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper.
<br />Exception: Plain carbon steel fasteners in sbx/dot and zinc borate preservative-treated wood in an
<br />interior, dry environment shall be permitted.
<br />Stud walls perpendicular to a concrete or masonry wall shall be bolted to the concrete or masonry
<br />wall with 5/8" diameter x 8" A307 bolts at top, mid-height and bottom.
<br />Structural information shown on framing plans is for the main structural elements. Non-structural elements shall be
<br />constructed per approved code requirements.
<br />Conventional light framed construction requirements of chapter 23 should be followed as required.
<br />Weight of the roof tile is considered to be 10 psf max. (total roof dead load of 19 psf). If roofing material exceeds this
<br />load, the framing contractor should notify Gouvis Engineering Consulting Group in writing prior to construction.
<br />Top plates of all wood stud walls to consist of (2) 2x's the same width as the studs U.N.O. Top plates shall lap a
<br />minimum of 48" and be spliced with not less than 6-16d nails spaced not more than 12" o.c.
<br />All shear panels shall have continuous sheathing material from one end to the other and from plate to plate as
<br />specified on the drawings. Contractor shall coordinate framing such that continuity of shear panels is assured.
<br />All shear transfer nailing shall be per drawings, and contractor shall provide proper notification for inspections to
<br />review the same.
<br />Provide post/multiple studs at lower floor under post/multiple studs above. Each post/stud shall be fastened by
<br />Gypsum Wall Board w/ 5d cooler nails @ 7" o.c. U.N.O. on plan. Provide full width and depth compression block
<br />between floors at such locations.
<br />All joist hangers shall be Simpson U hanger, all beam hangers shall be Simpson HU hangers U.N.O. on plan or detail.
<br />Follow manufacturer's recommendations for installation.
<br />If a double sill plate is used at light-weight concrete flooring, then the framing contractor shall apply sill plate nailing to
<br />both sill plates, at 16" o.c. max. or as specified per schedule.
<br />- No multiples of 2x4"s are allowed to span more than 14'-0". Bearing walls exceeding 10'-0" must be designed case
<br />by case.
<br />Headers: Use 4X4 for openings less than 16" at bearing walls without point loads. For non-bearing walls use 2x4 for
<br />openings up to 3'-0" max. Use (2)2x4 for openings up to 6'-0" max. Use 4x6 for openings up to 12'-0" max. U.N.O.
<br />(2-2x on edge can be substituted for 4x members).
<br />STRUCTURAL NAILS
<br />TYPE OF SIZE &
<br />(4)
<br />(2)
<br />(1)
<br />(3)
<br />870
<br />(PLF)
<br />SHEAR
<br />ALLOWABLE
<br />220
<br />2022 CALIFORNIA BUILDING CODE (1), (3)
<br />SHEAR WALL SCHEDULE
<br />PANEL
<br />TYPE
<br />SHEAR
<br />8 d's
<br />10 d's
<br />@ 2" O.C.
<br />8 d's
<br />@ 2" O.C.
<br />@ 3" O.C.
<br />15/32" APA
<br />Structural I
<br />rated
<br />3/8" APA
<br />rated
<br />10 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 12" O.C.
<br />8 d's
<br />@ 4" O.C.
<br />NAILING
<br />(COMMON)
<br />EDGE
<br />8 d's
<br />@ 6" O.C.
<br />3/8" APA
<br />rated
<br />rated
<br />3/8" APA
<br />SHEATHING
<br />8 d's
<br />@ 12" O.C.
<br />@ 12" O.C.
<br />8 d's
<br />FIELD
<br />(COMMON)
<br />NAILING
<br />STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.
<br />PERIODIC SPECIAL INSPECTION IS REQUIRED.
<br />(4) (2)
<br />3
<br />2
<br />1
<br />REV. 11/14/2018
<br />4
<br />5
<br />(5)
<br />(6)
<br />USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).
<br />@ 4" O.C.
<br />@ 6" O.C.
<br />@ 3" O.C.
<br />@ 2" O.C.
<br />@ 16" O.C.
<br />@ 12" O.C.
<br />@ 8" O.C.
<br />@ 6" O.C.
<br />@ 5" O.C.
<br />@ 24" O.C.
<br />@ 16" O.C.
<br />@ 12" O.C.
<br />@ 10" O.C.
<br />@ 6" O.C.
<br />SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
<br />PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED.
<br />USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS.
<br />FRAMING CLIPS A35's,
<br />LS50's OR LTP5's
<br />(5), (6)
<br />2 ROWS
<br />STAGG.
<br />@ 3" O.C.
<br />(4) (2)
<br />(4) (2)
<br />(4) (2)
<br />(8)
<br />260
<br />320
<br />380
<br />410
<br />490
<br />(7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.
<br />(8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.
<br />(9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.
<br />(9)
<br />(7)
<br />(7)
<br />(7)
<br />3/8" APA
<br />rated 530
<br />640 (7)
<br />(10)FOR DOUBLE SIDED SHEAR PANELS:
<br />(10)(10)(10)
<br />(10)(10)(10)
<br />(10)(10)(10)
<br />a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE .
<br />b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING,
<br /> FOR TYPES & .
<br />3
<br />4 5
<br />c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING,
<br /> FOR TYPES , & .3 4 5
<br />SILL PLATE CONNECTION
<br />SINKER
<br />16d's SCREWS
<br />RIM BOARD
<br />LSL & DF
<br />1/4"Øx6"
<br />SDS
<br />SCREWS
<br />RIM BOARD
<br />LVL
<br />1/4"Øx6"
<br />SDS
<br />@ 14" O.C.
<br />@ 10" O.C.
<br />@ 7" O.C.
<br />@ 5" O.C.
<br />@ 4" O.C.
<br />(10)
<br />(10)
<br />(10)
<br />800
<br />(11)
<br />(11)FOR HOLDOWN ATTACHED TO INSIDE FACE OF END POST
<br />(12)THE LENGTH (IN.) x SHANK DIAMETER (IN.) x HEAD DIAMETER (IN.) OF 8d COMMON
<br />(2-1/2 x 0.131 x 0.281) AND 10d COMMON (3 x 0.148 x 0.312)
<br />(12)(12)
<br />DESCRIPTION OF
<br />BUILDING ELEMENTS
<br />NUMBER & TYPE
<br />OF FASTENER
<br />SPACING &
<br />LOCATION
<br />1. Blocking between ceiling joists,
<br />rafters or trusses to top plate
<br />or other framing below
<br />ROOF
<br />3-8d common (2 1/2"x0.131"); or
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />Each end, toenail
<br />2-8d common (2 1/2" x 0.131")Blocking between rafters or truss
<br />to rafter or truss
<br />2-3″ × 0.131″ nails
<br />2-16 d common (3 1/2" x 0.162")
<br />3-3″ × 0.131″ nails
<br />not at the wall top plate,
<br />Each end, toenail
<br />Each end
<br />16d common (3 1/2"x0.162") @6"o.c.Flat blocking to truss and web filler
<br />3″ × 0.131″ nails @ 6″ o.c.
<br />Face nail
<br />2. Ceiling joists to top plate 3-8d common (2 1/2"x0.131"); or
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />Each joist, toenail
<br />3. Ceiling joist not attached to parallel
<br />rafter, lap over partitions (no thrust)
<br />(see Section 2308.7.3.1,
<br />3-16d common (3 1/2"x0.162"); or
<br />4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131" nails;
<br />Face nail
<br /> Table 2308.7.3.1)
<br />4. Ceiling joist attached to parallel
<br />(see Section 2308.7.3.1,
<br />Per Table 2308.7.3.1 Face nailrafter (heel joint)
<br />Table 2308.7.3.1)
<br />5. Collar tie to rafter 3-10d common (3″ × 0.148″); or
<br />4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131″ nails;
<br />Face nail
<br />6. Rafter or roof truss to top plate
<br />(See Section 2308.7.5,
<br />3-10 common (3″ x 0.148″); or
<br />3-16d box (3 1/2" x 0.135"); or
<br />4-10d box (3" × 0.128″); or
<br />4-3″ × 0.131 nails;
<br />ToenailTable 2308.7.5)c
<br />7. Roof rafters to ridge valley or hip
<br />3-10d common (3"x0.148"); or
<br />4-16d box (3 1/2"x0.135"); or
<br />4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131″ nails;
<br />Toenail
<br />2-16d common (3 1/2"x0.162"); or
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />End nail
<br />rafters; or roof rafter to 2-inch ridge
<br />beam
<br />16d common (3 1
<br />8. Stud to stud
<br />10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails;
<br />24″ o.c. face nail
<br />16″ o.c. face nail
<br />/2″ × 0.162″);
<br />(not at braced wall panels)
<br />9. Stud to stud and abutting studs
<br />(at braced wall panels)
<br />16d common (3 1/2"x0.162");
<br />16d box (3 1/2"x0.135");
<br />3″ × 0.131″ nails;
<br />16″ o.c. face nail
<br />12″ o.c. face nail
<br />12″ o.c. face nail
<br />at intersecting wall corners
<br />10. Built-up header (2″ to 2″ header)
<br />16d common (3 1/2"x0.162");
<br />16d box (3 1/2"x0.135")
<br />16″ o.c. ea. edge, face nail
<br />12″ o.c. ea. edge, face nail
<br />11. Continuous header to stud 4-8d common (2 1/2"x0.131") ; or
<br />4-10d box (3″ × 0.128″)
<br />Toenail
<br />12. Top plate to top plate 10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails;12″ o.c. face nail
<br />8-16d common (3 1/2"x0.162"); or13. Top plate to top plate, at end joints
<br />12-10d box (3″ × 0.128″); or
<br />12-3″ × 0.131″ nails;
<br />14. Bottom plate to joist, rim joist,
<br /> (not at braced wall panels)
<br />15. Bottom plate to joist, rim joist,
<br /> wall panels
<br />16d common (3 1/2″ × 0.162″);
<br />16d box (3 1/2″ × 0.135″); or
<br />3″ × 0.131″ nails;
<br />2-16d common (3 1/2″ × 0.162″); or
<br />3-16d box (3 1/2″ × 0.135″); or
<br />12" o.c. face nail
<br />4-3″ × 0.131″ nails;
<br />4-8d common (2 1/2″ × 0.131″); or
<br />16. Stud to top or bottom plate
<br />4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131″ nails;
<br />2-16d common (3 1/2″ × 0.162″); or
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />2-16d common (3 1/2″ × 0.162″); or17. Top plates, laps at corners
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />Toenail
<br />End nail
<br />Face nail
<br />16" o.c. face nail
<br />Each side of end joint,
<br />face nail (min. 24" lap
<br />splice length each side
<br />16" o.c. face nail
<br />of end joint)
<br /> band joist or blocking
<br /> band joist or blocking at braced
<br /> and intersections
<br />WALL
<br />2-8d common (2 1/2″ × 0.131″); or18. 1″ brace to each stud and plate
<br />19. 1″ × 6″ sheathing to each bearing
<br />20. 1″ × 8″ and wider sheathing
<br />2-10d box (3″ × 0.128″); or
<br />2-3″ × 0.131″ nails;
<br />2-8d common (2 1/2″ × 0.131″); or
<br />2-10d box (3″ × 0.128″)
<br />3-8d common (2 1/2″ × 0.131″); or
<br />3-10d box (3″ × 0.128″)
<br />Face nail
<br />Face nail
<br />Face nail
<br /> to each bearing
<br />FLOOR
<br />21. Joist to sill, top plate, or girder
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;Toenail
<br />8d common (2 1/2″ × 0.131″); or22. Rim joist, band joist, or blocking
<br /> below
<br />10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails;
<br />6" o.c., toenail to top plate, sill or other framing
<br />24. 2″ subfloor to joist or girder
<br />25. 2″ planks (plank & beam –floor
<br />2-16d common (3 1/2″ × 0.162″)
<br />2-16d common (3 1/2″ × 0.162″)
<br />Face nail
<br />Each bearing, face nail
<br /> & roof)
<br />20d common (4″ × 0.192″)
<br />26. Built-up girders and beams,
<br />10d box (3″ × 0.128″); or
<br />3″ × 0.131″ nails;
<br />32" o.c., face nail at top
<br />and bottom staggered on
<br />24" o.c., face nail at top
<br />and bottom staggered on
<br />opposite sides
<br />on opposite sides
<br />And:
<br />2-20d common (4″ × 0.192″); or
<br />3-10d box (3″ × 0.128″); or
<br />3-3″ × 0.131″ nails;
<br />Ends and at each
<br />splice, face nail
<br /> 2″ lumber layers
<br />3-16d common (3 1/2″ × 0.162″); or
<br />27. Ledger strip supporting joists 4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131″ nails;
<br />Each joist or rafter,
<br />face nail or rafters
<br />3-16d common (3 1/2″ × 0.162″); or
<br />28. Joist to band joist or rim joist 4-10d box (3″ × 0.128″); or
<br />4-3″ × 0.131″ nails;
<br />2-8d common (2 1/2″ × 0.131″); or
<br />29. Bridging or blocking to joist,2-10d box (3″ × 0.128″); or
<br />2-3″ × 0.131″ nails;
<br />End nail
<br />Each end, toenail
<br /> rafter or truss
<br />NAILING SCHEDULE
<br />STRUCTURAL WOOD
<br />16d common (3 1/2"x0.162")16″ o.c. face nail
<br />23. 1"x6" subfloor or less to each joist
<br />Face nail
<br />2-8d common (2 1/2″ × 0.131″); or
<br />3-10d box (3″ × 0.128″)
<br />3-8d common (2 1/2″ × 0.131″); or
<br />FOUNDATION
<br />1.
<br />2.
<br />3.
<br />14.
<br />13.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />10.
<br />9.
<br />Floor slab shall be poured level to 1/8" in 10'.
<br />12.
<br />15.
<br />16.
<br />11.
<br />Admixtures in concrete mix. containing calcium chlorides shall not be used.
<br />17.
<br />18.
<br />20.
<br />21.
<br />23.
<br />22.
<br />Prior to the contractor requesting a Building Department foundation
<br />inspection, the soil 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
<br />bearing capacity conform to the soils report.
<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 />1a.
<br />1b.
<br />All continuous footings to have 5/8"dia. x min. 12" anchor bolts, min. 7" embedment into concrete footing at 72" o.c.
<br />unless noted otherwise on plans. One anchor bolt should be located max. 12" away and min. 4 1/2" from the end of the
<br />sill plates. min. (2) A.Bs. per sill plate/shear panel. Sill plate under
<br />shear walls of up to 4'-0" in length must be continuous. See note 2 for sill plate fasteners at interior non-shear walls.
<br />Anchor bolts at shear walls shall be installed with plate washers of min. 3" sq. x 0.229" thick between sill plate and
<br />nut. Edge(s) of plate washers shall be 1/2" max. from inside face of shear panel(s) per conditions shown below.
<br />The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch larger than the
<br />bolt diameter and a slot length not to exeed 1 3/4 inches, provided a standard cut washer ( 5/8" Nominal size :
<br />11/16" ID,1 3/4" OD , 9/64" thick ) is placed between the plate washer and the nut.
<br />For interior non-bearing and non-shear walls use Simpson PDPAWL-MG series 0.157Ø pins with a penetration of 1
<br />1/4" into slab at 16" O.C. to be installed in accordance with ICC ESR-2138. Actual slab thickness to be minimum 4".
<br />All interior shear walls to have A.Bs. per foundation plan.
<br />All holdowns and post anchors to be installed according to most current Simpson Strong Tie specifications and
<br />requirements of ICC-ER reports & shall be tied in place prior to foundation inspection. Dimensions are not furnished to
<br />Simpson holdowns. It is the responsibility of the contractor's superintendent, the framing contractor and the concrete
<br />contractor to locate these anchors in the exact location. Refer to details for proper installation.
<br />Min. concrete width to be 8" for receiving PA, HPA & STHD's. Verify locations of holdowns and anchor bolts with
<br />rough framing to assure accurate installation.
<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 contractor.
<br />Verify min. foundation depth, width, reinforcing steel and additional expansive soil requirements with valid soils report
<br />and if more stringent, they shall supersede the above minimum requirements. See note #7 under reinforced concrete
<br />for concrete strength.
<br />Footings shall be observed and approved in writing by the project soil/geology engineer prior to inspection and
<br />placement of concrete.
<br />Concrete shall be to the strength and slump as specified per structural design, and consist of Portland cement ASTM
<br />C-150 Type V per soils engineer's recommendations and Building Code section 1904.1 (ACI 318 section 19.3.2.1)
<br />when exposed to sulfate containing solutions. 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 cured with 'Hunts'
<br />compound or equal or cured with other methods in accordance with good construction practice at contractor's option.
<br />Contractor shall dampen slab underlayment of sand/membrane just prior to concrete placement to assist uniform
<br />concrete curing. Slabs must not be poured during or immediately after rainstorms. The specified sand over visqueen
<br />should not be saturated at the time of the concrete pour. Any free water trapped in the sand layer must be removed
<br />prior to the concrete pour.
<br />The bottoms of footing excavations shall be level, clean and free of loose material or water when concrete is placed.
<br />Over excavation shall be filled with concrete or properly compacted fill that has been tested and approved by the soils
<br />engineer. Backfill shall not be placed until supporting foundations, walls and slab have attained sufficient strength to
<br />support lateral soil pressure.
<br />Concrete placement shall be monolithic in one continuous operation uniformly placed and must be vibrated and well
<br />consolidated unless shown otherwise on plans. Dual pour is defined by ACI as to when 1st. & 2nd. pour can not be
<br />vibrated together.
<br />Requirements for pre-saturation of subgrade soils and daylight setback of exterior footings from any descending
<br />slope shall comply with soil report recommendations.
<br />Finish grade around the perimeter of slab shall be constructed such that rain and irrigation water is drained away
<br />from the slab.
<br />All site and pad preparation, such as but not limited to shading, compacting of the fill, pre-saturation, and concrete
<br />slab base preparation, shall be performed in accordance with the soil engineer's recommendation and soils report.
<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 footings unless specifically
<br />detailed or approved by the architect, structural engineer and the building official.
<br />The contractor shall arrange for observation of the work by the soils engineer. The following are requirements of the
<br />soils engineer:
<br />a. All footing excavations shall be observed and approved in compliance with the soils report by the soil engineer prior
<br />to placing of concrete or steel.
<br />b. Soil conditions, including compacting and moisture content, shall be observed and approved to be in compliance
<br />with the soil report by the soils engineer prior to placing of concrete or steel.
<br />c. A letter shall be submitted to the building official prior to his foundation inspection and to the architect and
<br />structural engineer.
<br />1/2"
<br />MAX.
<br />1/2"
<br />MAX.
<br />EQ.
<br />SHEAR PANEL
<br />WHERE OCCURS
<br />SW ANCHOR BOLTS AND PLATE WASHER ARRANGEMENT
<br />ADJUST ⅊ WASHER SIZES TO
<br />MEET NOTE 1a
<br />REQUIREMENTS
<br />2"EQ.
<br />2x4 SHEAR WALLS AND
<br />ALL DOUBLE SIDED SHEAR WALLS
<br />SINGLE SIDED SHEAR WALLS OF 2x6
<br />AND THICKER WALLS
<br />1/2"
<br />MAX.
<br />⅊ WASHER SIZES PER
<br />NOTE 1a
<br />19.Foundation framing and other drawings prepared by Gouvis Engineering Consulting Group reflect the structural
<br />requirements. Refer to architectural, civil & other plans for dimensions, depressions, slopes, shelves, patios, stoops
<br />and porches not shown or different from these plans/documents drawings. Accuracy of the dimensions and final fit
<br />of the building shall be reviewed by the architect and the contractor prior to construction.
<br />26.
<br />27.
<br />28.
<br />Total load and live load vertical deflections for roof member shall be limited to max. L/240, and L/36029.
<br />30.
<br />32.
<br />33.
<br />34.
<br />a. Identity of the company manufacturing the truss.
<br />b. The design load.
<br />c. The spacing of the trusses.
<br />CEILING JOISTS
<br />35.
<br />Truss manufacturer is responsible for:
<br />a. providing additional shear and drag trusses as shown on the framing plans.
<br />31.
<br />c. meet the profile as indicated in the drawings.
<br />36.
<br />25.Approved end-jointed lumber may be used interchangeably with solid sawn members of the same species and grade
<br />for buildings up to 2-story. When finger jointed lumber is marked "stud use only" or "vert use only" such lumber shall
<br />be limited to use for studs only. All finger jointed lumber should bear a certified finger jointed lumber grade stamp.
<br />Wood truss manufacturer shall supply to the engineer and the building department calculations and shop drawings for
<br />approval of design loads, configuration (2 or 3 point bearing), and shear transfer, prior to fabrication. It shall be the
<br />responsibility of the manufacturer to obtain building department approval of calculations and shop drawings prior to
<br />fabrication.
<br />Trusses shall be designed in accordance with the latest local Building Code for all loads imposed, including lateral
<br />loads and mechanical equipment loads.
<br />All connections involving trusses shall be ICC approved and of adequate strength to resist stresses due to the
<br />loadings involved and shall be designed and specified by the truss manufacturer.
<br />Cross bridging and/or bracing shall be provided and detailed by the truss manufacturer as required to adequately
<br />brace all trusses.
<br />Truss manufacturer to provide details which allow for normal deflection without imposing lateral loads on their
<br />supports (i.e., scissors trusses).
<br />b. reviewing framing plans and structural details prior to fabrication of trusses and specifying hangers.
<br />d. design trusses for deflection compatibility of the system to avoid hump and/or sag in roof or ceiling.
<br />All trusses designed by truss manufacturer shall be designed to sustain all vertical, lateral and other pertinent loads,
<br />including bracing of top and bottom chords, in addition to any connections related to trusses. Contractor to coordinate
<br />with truss manufacturer.
<br />All truss lumber shall be Douglas Fir Larch (U.N.O.). Roof truss lumber shall be either Douglas Fir Larch or Hem-Fir.
<br />(U.N.O.)
<br />Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information
<br />located within two feet of the center of span on the face of the bottom chord:
<br />With dead load = 6 psf max. & live load = 10 psf max., 2x4 DF#2 ceiling joists @ 16" o.c. with 9'-6" span max. and 2x6
<br />DF#2 ceiling joists @ 16" o.c. with 15'-0" span max. unless noted otherwise on plan. Contact Gouvis Engineering for
<br />other conditions.
<br />U.N.O. Total load and live load vertical deflections for floor member shall be limited to max. L/360,
<br />and L/480 U.N.O.
<br />Edges
<br />(inches)
<br />Intermediate supports
<br />(inches)
<br />30.3/8″ – 1/2"
<br />6d common or deformed (2″×0.113″)
<br />(subfloor and wall)
<br />8d common or deformed
<br />2 3/8″×0.113″ nail (subfloor and wall)
<br />6
<br />6
<br />6
<br />12
<br />12
<br />(2 1/2″×0.131″) (roof)12
<br />31. 19/32"-3/4"
<br />32. 7/8"- 1 1/4"
<br />8d common (2 1/2″ × 0.131″); or
<br />6d deformed (2″ × 0.113″)
<br />10d common (3″ × 0.148″); or
<br />8d deformed (2 1/2″ × 0.131″)
<br />33. 1/2″ fiberboard sheathing
<br />2 3/8″ × 0.113″ nail;
<br />6
<br />4
<br />6
<br />12
<br />8
<br />12
<br />3 6
<br />3 6
<br />OTHER EXTERIOR WALL SHEATING
<br />34. 25/32″ fiberboard sheathing b
<br />b
<br />WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
<br />36. 7/8"-1"
<br />37. 1 1/8"-1 1/4"
<br />8d common (2 1/2″ × 0.131″); or
<br />6d deformed (2″ × 0.113″)
<br />8d common (2 1/2″ × 0.131″); or
<br />8d deformed (2 1/2″ × 0.131″)
<br />10d common (3″ × 0.148″); or
<br />8d deformed (2 1/2″ × 0.131″)
<br />6
<br />6
<br />6
<br />12
<br />12
<br />12
<br />PANEL SIDING TO FRAMING
<br />38. 1/2″ or less
<br />6d corrosion-resistant siding
<br />(1 7/8″ × 0.106″); or
<br />6d corrosion-resistant casing
<br />39. 5/8"
<br />8d corrosion-resistant siding
<br />(2 3/8″ × 0.128″); or
<br />8d corrosion-resistant casing
<br />(2 1/2″ × 0.113″)
<br />6 12
<br />6 12
<br />(2″ × 0.099″)
<br />40. 1/4"
<br />41. 3/8"
<br />4d casing (1 1/2″ × 0.080″); or
<br />4d finish (1 1/2″ × 0.072″)
<br />6d casing (2″ × 0.099″); or
<br />6d finish (Panel supports at 24")
<br />6
<br />6
<br />12
<br />12
<br />For SI: 1 inch = 25.4 mm.
<br />a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural
<br />c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist
<br />INTERIOR PANELING
<br />panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted
<br />to be common, box or casing.
<br />b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural
<br />applications. Panel supports at 16 inches(20 inches if strength axis in the long direction of the panel, unless
<br />otherwise marked).
<br />is fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted
<br />to be reduced by one nail.
<br />WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND
<br />INTERIOR WALL SHEATING TO FRAMING AND PARTICLEBOARD WALL SHEATING TO FRAMING
<br />RSRS_01(2 3/8" × 0.113") nail (roof)
<br />(subfloor & wall)
<br />8d common or deformed
<br />(2 1/2″×0.131″) (roof)
<br />RSRS_01(2 3/8" × 0.113") nail (roof)
<br />6 12
<br />35. 3/4" or less
<br />d. RSRS_01 is a Roof Sheathing Ring Shank nail meeting specification in ASTM F-1667
<br />1 1/2″ x 0.120", galvanized roofing
<br />nail (7/16″ head diameter);
<br />1 3/4″ x 0.120", galvanized roofing
<br />nail (7/16″ diameter head);
<br />ABBREVIATION
<br />A.B.ANCHOR BOLT
<br />B.N.BOUNDARY NAILING
<br />E.N.EDGE NAILING
<br />F.N.FIELD NAILING
<br />TYP.TYPICAL
<br />SIM.SIMILAR
<br />TR TRIMMER
<br />O.C.ON CENTER
<br />MIN.MINIMUM
<br />MAX.MAXIMUM
<br />FL BM FLUSH BEAM
<br />DR BM DROP BEAM
<br />HDR HEADER
<br />G.T.GIRDER TRUSS
<br />BLK'G BLOCKING
<br />W/WITH
<br />CONT.CONTINUOUS
<br />CANT.CANTILEVER
<br />SHT'G SHEATHING
<br />ALT.ALTERNATE
<br />DBL.DOUBLE
<br />EA.EACH
<br />S.W.SHEAR WALL
<br />CONC.CONCRETE
<br />ABV.ABOVE
<br />BOTT.BOTTOM
<br />P.T.POST TENSION
<br />F.H.FULL HEIGHT
<br />FTG.FOOTING
<br />SIMP.SIMPSON
<br />MFR.MANUFACTURER
<br />H.T.HEIGHT
<br />M.B.MACHINE BOLT
<br />REINF.REINFORCEMENT
<br />(E)EXISTING
<br />HD HOLDOWN
<br />P.T.D.F PRESSURE TREATED DOUGLAS FIR
<br />EXT.EXTERIOR
<br />INT.INTERIOR
<br />U.N.O.UNLESS NOTED OTHERWISE
<br />VERT.VERTICAL
<br />HORZ.HORIZONTAL
<br />BTWN.BETWEEN
<br />REQ'D REQUIRED
<br />COND.CONDITION
<br />DIA.DIAMETER
<br />STD.STANDARD
<br />SEC.SECTION
<br />C'SINK COUNTER SINK
<br />T&G TONGUE AND GROOVE
<br />DEFERRED APPROVAL:
<br />2.
<br />3.
<br />1.Elements of structure that are marked "by others" shall be excluded from this work permit.
<br />General contractor shall first submit separate drawings for the above elements to the EOR for their review and if
<br />approved, then submit to the building officials for their review and approval.
<br />City approval shall be obtained prior to installation of element subjected to deferred approval.
<br />01/29/2025PC COMMENTS RESPONSE #1
<br />04/17/2025PC COMMENTS RESPONSE #2
<br />VE Revs 10/10/20251
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<br />JOB NO.
<br />SUBMITTAL
<br />DATE
<br />SHEET TITLE
<br />SHEET NO.
<br />CLIENT:
<br />REVISION
<br />DATE
<br />21
<br />3
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<br />BSB: MR230056; Gouvis: 66467
<br />1ST PLAN CHECK SUBMITTAL 08/20/2024
<br />2ND PLAN CHECK SUBMITTAL 01/29/2025
<br />3RD P.C. SUBMITTAL
<br />04/17/2025
<br />3RD PLAN CHECK SUBMITTAL 04/17/2025
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<br />GENERAL NOTES
<br />& REQUIREMENTS
<br />SN1
<br />NAILING SCHEDULE CONTINUATION
<br />SHEET INDEX
<br />NO.SHEET SHEET NAME
<br />1 SN1 GENERAL NOTES & REQUIREMENTS
<br />2 SN1.1 GENERAL NOTES & REQUIREMENTS
<br />3 S1 FRAMING UNIT A-1
<br />4 S-1.1 P.T. FOUNDATION BUILDING A1 & A2
<br />5 S-1.2 FLOOR FRAMING BUILDING A1 & A2
<br />6 S-1.3 ROOF FRAMING BUILDING A1 & A2
<br />7 SN2 STRUCTURAL DETAILS & NOTES
<br />8 SN3 STRUCTURAL DETAILS & NOTES
<br />9 PT1 POST TENSION MAT FOUNDATION DETAILS &
<br />NOTES
<br />10 SD2 GENERAL DETAILS & NOTES
<br />11 SD3 STRUCTURAL DETAILS
<br />12 SD4 STRUCTURAL DETAILS
|