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BY:
<br />TABLE 2304.10.1
<br />- NAILING SCHEDULE
<br />CONNECTION
<br />NAILING
<br />1.
<br />Joist to sill or girder, toe nail
<br />3-8d
<br />2.
<br />Bridging to joist, toenail each end
<br />2-8d
<br />3.
<br />1" x 6" (25mm x 152mm) subfloor or less to each joist, face nail
<br />2-8d
<br />4.
<br />Wider than 1" x 6" (25mm x 152mm) subfloor or less to each joist, fa
<br />nail
<br />3-8d
<br />5.
<br />2" (51 mm) subfloor to joist or girder, blind and face nail
<br />2-16d
<br />6.
<br />Sole plate to joist or blocking, typical face nail
<br />16d at 16" (406mm) OC.
<br />Sole plate to joist or blocking, at braced wall panels
<br />3-16d per 16" (406mm)
<br />7.
<br />Top plate to stud, end nail
<br />2-16d
<br />8.
<br />Stud to sole plate
<br />4-8d, toenail or 2-16d, end nail
<br />16 m)
<br />9.
<br />Double studs, face nail
<br />10.
<br />Doubled top plates, typical face nail
<br />1 a0 )
<br />Double top plates, lap splice
<br />8-
<br />Zat-9-7(152mm,)
<br />11.
<br />Blocking between joists or rafters to top plate, toenail
<br />3
<br />12.
<br />Rim joist to top plate, toenail
<br />8d
<br />13.
<br />Top plates, laps and intersections face nail
<br />2-16d
<br />14.
<br />Continuous header, two pieces
<br />16d at 16" (406mm) OC. along each edge
<br />15.
<br />Ceiling joists to plate, toenail
<br />3-8d
<br />16.
<br />Continuous header to stud, toenail
<br />4-8d
<br />17.
<br />Ceiling joists, laps over partitions, face nail
<br />3-16d
<br />18.
<br />Ceiling joists to parallel rafters, face nail
<br />3-16d
<br />19.
<br />Rafter to plate, toenail
<br />3-8d
<br />20.
<br />1" (25mm) brace to each stud and plate, face nail
<br />2-8d
<br />21.
<br />1" x 8" (25mm x 203mm) sheathing or less to each bearing, face nail
<br />2-8d
<br />22.
<br />Wider than 1 x 8 25mm x 203mm) sheathing to each bearing, face
<br />it
<br />3-8d
<br />23.
<br />Built-up corner studs
<br />16d at 24" (610mm) OC.
<br />24.
<br />Built-up girder and beams
<br />20d at 32" (813mm) OC. at top and bottom
<br />and staggered 2-20d at ends and at each splice
<br />25.
<br />2" (51mm) planks
<br />2-16d t ea bearin
<br />26.
<br />Wood structural panels and particleboard2
<br />Subfloor and wall sheathing (to fr
<br />ming
<br />1/2" (12.7mm) and less
<br />6d3
<br />19/32" - 3/4" (15mm - 19mm)
<br />8d 4 or6d 3
<br />7/8" - 1" (22mm - 25mm)
<br />03
<br />1 1 /8" - 1 1 /4" (29mm - 32mm)
<br />1 Od or8d 5
<br />Combination subfloor-underlaymen
<br />(to framing):
<br />3/4" (19mm) and less
<br />6d 5
<br />7/8" - 1" (22mm - 25mm)
<br />8d5
<br />1 1 /8" - 1 1 /4" (29mm - 32mm)
<br />1 Od 4 or8d 5
<br />27.
<br />Panel siding (to framing)?
<br />1/2" (12.7mm) or less
<br />6
<br />5/8" (16mm)
<br />8d6
<br />28.
<br />Fiberboard sheathing:7
<br />1/2" (12.7mm)
<br />No. 11 ga.8
<br />1/2" (12.7mm)
<br />6d4
<br />1/2" (12.7mm)
<br />No. 16 ga9
<br />25/32" (20mm)
<br />No. 11 ga.8
<br />25/32" (20mm)
<br />8d 4
<br />25/32" (20mm)
<br />No. 16 ga9
<br />29.
<br />Interior paneling:
<br />1/4" (6.4mm)
<br />4d10
<br />3/8" (9.5mm)
<br />6d 11
<br />(SEE CBC TABLE 2304.10.1 FOR NOTES)
<br />N OTES:
<br />1. All nailing shall be COMMON NAILS
<br />2. Maximum stud spacing shall be 16".
<br />3. All panel edges shall be blocked.
<br />4. Framing member shall include sill plates and all framing
<br />members receiving edge nailing
<br />from abutting panels.
<br />5. Nailing on 3x members shall be staggered.
<br />6. 3"x3"0.229" plate washers shall be used with all anchor
<br />bolts. CBC 2308.12.8.
<br />7. At existing footing use 5/8" AB. Redheads OR Epoxy
<br />to meet required anchor bolt spacing.
<br />8. Second figure indicates where shear wall sheathing is
<br />to be applied to BOTH sides of wall.
<br />MATERIALS
<br />( concrete
<br />C. FOR STEM
<br />24" OC.
<br />STRUCTURE
<br />15
<br />f°c>2,500 psi
<br />LONGER THAN
<br />p!sTRErFLE
<br />AR
<br />SPECTION)
<br />PROVIDE #4 VERTICAL BARS
<br />G E B.
<br />A. FRAMING MEMBERS: DOUGLAS FIR LARCH
<br />B. COLUMNS, BEAMS, HEADERS, AND PLATES: NO. 1
<br />C. STUDS, JOISTS, RAFTERS, BLOCKINGS: NO. 2
<br />D. WALL SILLS, NAILERS, AND LEDGERS IN CONTACT WITH CONCRETE:
<br />PRESERVATIVE TREATED DOUGLAS FIR
<br />E. FRAMING CONNECTION HARDWARE: AS MANUFACTURED BY SIMPSON
<br />STRONGTIE CO. OR APPROVED EQUIVALENTS. SIMPSON DESIGNATIONS
<br />USED. USE NAILS PER ICBO APPROVAL AND AS RECOMMENDED BY
<br />SIMPSON FOR EACH DEVICE.
<br />F. COMMON NAILS, UNLESS OTHERWISE NOTED. ALL NAILING TO BE PER
<br />CBC TABLE 2304.10.1, UNLESS OTHERWISE NOTED.
<br />G. WOOD STRUCTURE PANELS SHALL COMPLY WITH (PS1-95) OR (PS2-92)
<br />EXPOSED TO WEATHER
<br />A. ALL EXPOSED STEEL MEMBERS SHALL BE COATED WITH A ZINC RICH
<br />PRIMER.
<br />B. ALL EXTERIOR HANGERS AND OTHER SIMPSON TYPE PRODUCTS
<br />SHALL BE GALVANIZED.
<br />C. ALL PLYWOOD SHALL BE OF AN EXP. 1 GRADE.
<br />F MI •
<br />. DOU FL R JOISTS REQUIRED UNDER PARALLEL BEARING
<br />TIONS.
<br />2. APPLY CONT. LINE OF GLUE TO FLOOR PANELS AT ALL JOISTS.
<br />3. BLOCKINGS ARE REQUIRED AT ALL SHEARWALL PANEL EDGES.
<br />4. CONSTRUCT OF PLYWOOD SHEARWALL SHALL BE WITH COMMON
<br />NAILS ONLY.
<br />5. HOLDDOWN BOLT HOLES AT EACH END OF THE PLYWOOD
<br />SHEARWALLS SHALL HAVE TOLERANCE OF NO MORE THAN 1/16".
<br />6. ALL POSTS WITH HOLDDOWNS OR UPLIFT STRAPS SHALL HAVE
<br />CONTINUOUS EDGE NAILING.
<br />7. ANCHOR BOLTS SHALL BE MIN. 5/8" DIA., 7" EMB. INTO CONCRETE, @ 4'
<br />OC U.O.N. ON SHEARWALL SCHEDULE, 12" FROM ENDS, 2 MINIMUM PER
<br />PLATE, AND WITH 3"x3"xO.229" STEEL PLATE WASHERS. BOLTS SHALL
<br />EXTEND 5" INTO FOOTING ON TWO POUR SYSTEM (EXTRA LONG BOLTS).
<br />PROVIDE MINIMUM EDGE DISTANCE OF 1 7/8" FOR THE 5/8" DIA. ANCHOR
<br />BOLTS.
<br />8. POWER DRIVEN PINS ARE NOT PERMITTED AT FOUNDATIONS.
<br />HORIZONTAL PLYWOOD SHEATHING:
<br />1. ROOF DIAPHRAGM: 1/2" C-D EXTERIOR APA RATED 32/16, 8d ® 6"
<br />PANEL EDGES & 12" @ INTERMEDIATE.
<br />ALL EDGES, 10d @ 6" @ PANEL EDGES & 12" @ INTERMEDIATE.
<br />3. VERTICAL PLYWOOD SHEATHING: SEE SCHEDULE.
<br />EXTERIOR STUCCO NOTES:
<br />1. STUCCO LATH AND DRYWALL SHALL BE NAILED TO ALL STUDS AND TO
<br />TOP AND BOTTOM PLATES.
<br />2. USE 2 LAYERS OF GRADE D FELT BACKING WHEN STUCCO IS APPLIED OVER PLYWOOD.
<br />CONCRETE
<br />1. The minimum compressive strength of concrete shall be f'c 3000 psi 28 days
<br />unless otherwise noted, water -cement ratio of 0.45, type V c
<br />2• Aggregates shall conform to A.S.T.M. C33
<br />3. Ready -mixed concrete shall be in accordance with requirements of ASTM C94.
<br />4. Maximum slump shall be 5" unless noted otherwise.
<br />5. Concrete shall be maintained moist a minimum of 10 days after placement.
<br />6. Prior to placing concrete, reinforcing steel and embedded items shall well secured
<br />in proper positions.
<br />7. Use type II or V cement as required against sulfate attack.
<br />8. All bolt holes shall be drilled 1/32" to 1/16" oversized.
<br />9. Hold-downs shall be re -tightened just prior to cover the wall framing.
<br />STRUCT= MOT77 &s
<br />GENERAL NOTES
<br />1. All work shall comply with the r ents of the 2022 California Building Codes arc' aii amendment
<br />and local, county, state and fed gulations.
<br />2. The contractor is responsible for inating the work of all trades and shall check all dimensions and
<br />isti s prior Wing of contract. All discrepancies shall be called to the attention
<br />FGe
<br />e En ' olved in writing before procceding with the work.
<br />t etails apply to all parts of the job except where tlh�y are in conflict wi..i
<br />n docur ;the more strict condition applies subject to engine r.
<br />l tion shown pla tive to existing condition were corefull, taken in ti aut withe, l
<br />guar racy. onditions are in conflict with the plan, thay sl eported to tie
<br />engineer proper s be made.
<br />5. Required shop drawings shall be submitted to the eingineer and the Building Departirr i for review.
<br />6. Modification of structural plans and material substitutions shall not be done without written approval of tha
<br />en ineer.
<br />7. approv lans and specifications r resent the finish structureR
<br />e the mothods of
<br />10 he forIrc
<br />u nance
<br />e�w2�jc a
<br />n c eth nc- i► cedu but nohoring,
<br />c fe ng, ctpy cc Obs athe en shall not be
<br />ns s sp on s a t he e.fer h oIs, t
<br />1 All structural lumber shall comply with DOC PS20, be Douglas Fir Larch of the following miniumum grades:
<br />x framing incl g plates and studs No. 2
<br />b. b nd rs 4x1 No. 1
<br />C. rger th 4x and s No. 1
<br />d. x er ms No. 1
<br />e. 00 oist ov ara to be D.F No. 1
<br />2, re paall be gl nfding to U.S. Product Standard DOC PSi or DOC PS2,
<br />with exterior grade and shall bear the stamp of an approved fabricator."'
<br />3. Installation of vertical and horizontal sheathing shall first be approved by the inspector prior to cev
<br />4. No structural member shall be cut or notched unless specifically shown on approved plans.
<br />5. Maximum moisture content of all mumber shall be 19%.
<br />6. Bolt holes to be nominal diameter of blot plus 1/16 inch unless noted otherwise. Provide washers �r
<br />head an nuts of bolts and lag screws.
<br />7. Framing connections shall be "Simpson Strong -Tie".
<br />8. The number of nails connecting lumber shall not be less than the minimum required on CBC Table 2304.10.1.
<br />9. All nails used on structural panels shall be common nails.
<br />10. Provide continuous edge support along top and bottom of 2x14 joists.
<br />11. Built-up framing members shall be connected as follows:
<br />a. 2-2x 16d at 12" o.c. staggered top and bottom.
<br />c. 4-2x 5/8" dia. M.B. at 18" o.c. staggered top and bottom.
<br />12. Provide double joists under parallel partitions.
<br />13, Provide solid blocking under all non -parallel partitions.
<br />14. Install lag bolts by drilling lead hole 65% to 75% of shank diameter and full diameter for shank portion.
<br />14. Use soap or other approved lubricant on threads. Installation shall be by tightening of screw not by
<br />hammering.
<br />16. Truss Joists shop drawings shall be provided by the supplier and submitted to the Buliding Department for
<br />approval prior to fabrication. Shop drawings shall be stamped and wet signed by a licensed engineer.
<br />GLULAM ,PARALLAM,MICROLAM BEAMS
<br />1. Glue laminated beam s shall be per American Institute of Timber
<br />construction 117. conbination symbols shall be as follows:
<br />a) 24F-V4 DF/DF for simple beams
<br />b) 24F-V8 DF/DF for cantilevered beams
<br />2. Parallom beams shall be 2.0E PSL, ICC # ESR-1387
<br />3. Microlam beams shall be 2.OE LVL
<br />4. Laminated beams shall be fabricated by a licensed fabricator and shall be accompanied to th job
<br />site with certificate of fabrication.
<br />5. Shop drawings shall be submitted to the architect or engineer for review prior to fabrication.
<br />STRUCTURAL AND MISCELLANEOUS STEEL
<br />1. All structural and miscellaneous steel shall conform to A.S.T.M. A-36 and shall be fabricated and
<br />erected in accordance with the A.I.S.C. specifications for the design, fabrication and Erection of
<br />structural Steel for building, latest edition.
<br />2. Pipe collumns shall conform to A.S.T.M. A-53 grade B.
<br />3. Tubular steel shall conform to A.S.T.M. A500 grade B.
<br />4. Bolts shall conform to A.S.T.M. A-307 unless noted otherwise.
<br />5. Shop drawing shall be submitted to the architect and engineer and building department for
<br />6. Fabrication shall be done in the shop of licensed fabricators.
<br />7. Used electric arc process welding with E70XX electrodes.
<br />8. All welding shall be done in the shop of licensed fabricator or provide continuous special
<br />inspection by a resgistered Deputy inpector.
<br />9. Where a fillet weld sysbol is used in the plans without indication of size, the minimum weld size
<br />as specified in the A.I.S.C. Manual of steel Construction shall be used.
<br />FOUNDATION
<br />1. Foun 'o av be d sig d in Ilo ble soil ear' g a a 't 1 00 si, using
<br />Soil Report per ormed by C ENGIN ERS INC.
<br />Proj. No. GE0250124SANG, dated Se tmber 23rd, 2024
<br />2. Foundation design is based on non -expansive soil. If found that soil expansive so that footings are
<br />redesigned prior to pouring of concrete foundations.
<br />3. Existing foundations are assumed to be in good condition. Contractor shall notify the engineer of
<br />any foundation with significant settlement, severe cracking or any indication of
<br />structural failure or distress or defect.
<br />4. The contractor shall be be responsible for shoring, fence enclosures and protection life and property
<br />until the project is complete.
<br />5. A diligent search shall be conducted by the soil engineer and grading or general contractor to
<br />locate cesspools, septic tank etc, if found, proper abandonment procedure shall be conduct as
<br />directed by the soils engineer. Abandonment and/or compaction report shall be submitted to the
<br />City building Department and engineer report.
<br />REINFORCING STEEL
<br />1. Reinforcing steel shall be deformed bars conforming to the requirements of A.S.T.M. A-615
<br />grade 60 for bars larger than #4, gr.40 for #4 or smaller.
<br />Welded wire fabric shall conform to A.S.T.M. A-82 and A-185 . Lap 12 inches minimum.
<br />2. Deltailing,fabrication and erection of reinforcing bars shall conform to the latest edition of A.C.I.
<br />3. Manual of Standard Practice for Detailing and Reinforced Concrete Structures.
<br />4. Minimum cover forcast in place concrete shall be as follows:
<br />a. Poured again earth 3 inches
<br />b. Poured again form below grade 2 inches
<br />c. Formed slabs 3/4 inch
<br />d. Slab on grade, top cover 1 inch
<br />e. Column and Beam main bars 1-1/2 inches
<br />f. Walls exposed to weather # 6 and larger 2 inches
<br /># 5 and smaller 1-1/2 inches
<br />5. Bars shall be clean of rust, grease and other deleterious material that may affect bond.
<br />6. All bend shall be made cold.
<br />7. Lap splice length shall be 40 bars diameters minimum and shall be staggered.
<br />8. All reinforcing bars, embeds, anchor bolts, holdowns etc. shall be secured in place prior to placement of
<br />concrete.
<br />9. Code required inspections by juristdiction authority shall be made an signed off prior to placement of
<br />concrete.
<br />FICRTION
<br />S-1
<br />STRUCTURAL GENERAL NOTES
<br />S-2
<br />FOUNDA11ON & ROOF FRAMING PLANS (ADU)
<br />SD-1
<br />STRUCTURAL DETAILS
<br />DESIGN CRITERIA:
<br />1. Floor Live Load = 40PSF
<br />2. Roof Live Load = 20PSF
<br />3. Soil Classification = D
<br />4. Allowable Foundation Pressure = 1,500 PSF
<br />5. Wind Design Data:
<br />a) Basic Wind Speed = 110MPH
<br />Occupancy Category = II
<br />c) Wind Exposure = C
<br />d) Internal Pressure Coefficient = 1.29
<br />6. Earthquake Design Data:
<br />a) Seismic Important Factor, 1 = 1.0
<br />Occupancy Category = 11
<br />b) Mapped Ss = 1.346
<br />S1 = 0.478
<br />c) Site Class = D
<br />d) Sds = 0.897
<br />Sd1 = Null
<br />e) Seismic Design Category = D
<br />f) Basic Seismic -force -resisting System =
<br />Light -framed Wood Shearwalls
<br />g) Design Base Shear:
<br />Cs = 0.21
<br />R = 6.5
<br />h) Analysis Procedure: Simplified Design
<br />SPECIAL INSPECTION IS REQUIRED FOR:
<br />1. SHEARWALL NAILING FOR TYPE 2 AND ABOVE (<= 4" O.C.)
<br />(Note: Deputy inspectors shall register with Building Department,
<br />City of Santa Ana)
<br />DEAD LOAD
<br />LIVE LOAD
<br />ROOF
<br />12 PSF
<br />20 PSF
<br />FLOOR
<br />S
<br />4 S
<br />FLAT CEILING
<br />5 PSF
<br />10 PSF
<br />EXT. WALL
<br />16 PSF
<br />INT. WALL
<br />8 PSF
<br />M
<br />Westin
<br />Development Co.
<br />License# 578613
<br />6091 E. Nugget Ct.
<br />Anaheim Hills, CA 92807
<br />weatindevelopment®yahoo.com
<br />Michael Qu
<br />714-878-7430
<br />ENGINEERED BY:
<br />Hiep T. Tran P.E.
<br />2907 Ebbtide Rd.
<br />Corona Del Mar, CA 92625
<br />Tel. (949) 353-7486
<br />w N0. 35 81 m
<br />Oft Exp. 09/30/2025
<br />V 11.
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<br />Job:
<br />Drawn By:
<br />SH
<br />Scale:
<br />Date:
<br />2/27/24
<br />Rev.
<br />Date:
<br />GENERAL NOTES
<br />
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