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CITY OF SANTA ANA
<br />Planning and Building Agency
<br />2. CONCRETE FOUNDATION CONSTRUCTION
<br />200. THE FIELD INSPECTOR SHALL VERIFY FOUNDATION REQUIREMENTS DURING FOUNDATION INSPECTION
<br />201. CONCRETE STRENGTH SHALL BE NO LESS THAN 2,500 PSI @ 28 DAYS, OR HIGHER STRENGTH IF NOTED
<br />ON THE PLANS.
<br />202. SLAB REINFORCEMENT & FOOTINGS SHALL BE PER STRUCTURAL DETAILS ON SHEET S4, CENTERED IN SLAB.
<br />203.
<br />REINFORCING BARS TO BE GRADE 40 FOR #3 BARS, GRADE 60 FOR #4 BARS &LARGER
<br />204. PROVIDE WEAKENED PLANE JOINTS FOR CRACK CONTROL (SAWCUT OR TOOLED JOINT) AT
<br />144" O/C MAX.
<br />205. SILL ANCHORAGE ATALL SHEARWALL LOCATIONS SHALL BE PER THE SHEARWALL SCHEDULE.
<br />ALL SHEARWALL ANCHOR BOLTS SHALL RECEIVE A 3" SQUARE X 0.229" THICK WASHER. THE
<br />WASHER MAYBE DIAGONALLY SLOTTED (WIDTH >= BOLT DIAMETER + 3/16", LENGTH<=1 1")
<br />PROVIDED THATA STANDARD CUT WASHER IS USED ON TOP OF THE SQUARE WASHER.
<br />SHEARWALL ANCHORS SHALL BE PLACED A MIN. OF 1 1" FROM THE EDGE OF CONCRETE.
<br />206, EMBEDDED SILL ANCHOR BOLTSATTYPICAL NON-SHEARWALL CONDITIONS SHALL BE
<br />a " DIA. MIN. ANCHOR BOLTS WITH A STANDARD CUT WASHER. SPACING SHALL NOT
<br />EXCEED 48 INCHES O/C. LOCATE AN ANCHOR BOLT NOT MORE THAN 9 INCHES, OR
<br />LESS THAN 4" FROM ENDS AND SPLICES. EACH SILL SHALL HAVE (2) SILL BOLTS MIN,
<br />207. ANCHOR BOLTS SHALL BE EMBEDDED A MIN. OF 7 INCHES INTO CONCRETE. IN A
<br />TWO -POUR SYSTEM, ANCHOR BOLTS TO BE EMBEDDED 5 INCHES MIN. INTO FIRST POUR.
<br />208. SEE WOOD FRAMING CONSTRUCTION NOTES FOR ALTERNATE SILL ANCHORAGE.
<br />209. ALL HOLDOWNS SHALL BE PLACED A MINIMUM DIM AS SHOWN IN DETAIL 3&4/S4 FROM
<br />EXTERIOR CORNER OF SLAB.
<br />210. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. SUBCONTRACTOR TO VERIFY
<br />ALL DIMENSIONS PRIOR TO CONSTRUCTION. IMMEDIATELY NOTIFY HOMEOWNER AND
<br />CITY OF SANTAANA OF ANY DISCREPANCY, TYPICAL.
<br />211. PROVIDE A UFER GROUND FOR ELECTRICAL SYSTEM PER ARTICLE 250.52 N.E.C.
<br />212• ALL SURROUNDING FLAT WORK SHALL BE VERIFIED WITH HOMEOWNER FOR LOCATION AND
<br />AMOUNT TO BE POURED.
<br />213. RETROFIT MISPLACED HOLDOWNS AS NOTED BELOW. AT EPDXY ANCHORS USE SIMPSON
<br />SET-XP EPDXY PER MANUFACTURERS
<br />INSTALLATION REQUIREMENTS
<br />AS FOLLOWS:
<br />MISPLACED HOLDOWN
<br />RETROFIT BOLT
<br />REPLACEMENT HARDWARE
<br />LSTHD8, HTT4
<br />a " ALL -THREAD, EMBED 9"
<br />HTT4
<br />STHD10, STHD14, HTT5
<br />5, "
<br />8 ALL -THREAD, EMBED 9
<br />HTT5
<br />LTT20B
<br />a "ALL -THREAD, EMBED 7"
<br />LTT20B
<br />LTT20B
<br />ATTACH TO EXISTING A.B.
<br />LTT20B
<br />HDU8
<br />a"ALL-THREAD, EMBED 15"
<br />HDU8
<br />214. RETROFIT ¢" & a " EMBEDDED ANCHOR BOLTS AS NOTED BELOW. AT EPDXY
<br />ANCHORS USE SIMPSON SETAP EPDXY PER SIMPSON'S INSTALLATION REQUIREMENTS.
<br />LOCATION TYPE REPLACEMENT
<br />SLAB EDGE, 1.314"DIST. SHEARWALL a " ALL -THREAD, EPDXY, EMBED 3"
<br />OR a " TITEN HD, EMBED 3" MIN.
<br />INTERIOR > 6," EDGE DIST. SHEARWALL OR s TITEN HD, EMBED 3" MIN.
<br />NON -SHEAR
<br />ANY OTHER NON SHEAR 0.145 DIA. SHOT PINS SPACED 4 INCHES
<br />APART ON SILL. (2) FOR EACH MISSING
<br />ANCHOR BOLT. MAX. OF (6) SHOT PINS
<br />EVERY 6 FT.
<br />215. WHEN REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, HAVE CONTRACTOR
<br />DOCUMENTATION IN WRITING FOR THE FOLLOWING:
<br />A) THE PAD WAS PREPARED IN ACCORDANCE WITH THE SITE REQUIREMENTS AND CITY OF
<br />SANTA ANA APPROVAL.
<br />B) THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED & COMPACTED.
<br />C) THE FOUNDATION EXCAVATIONS, EXPANSIVE CHARACTERISTICS AND BEARING
<br />CAPACITY COMPLIES WITH THE CITY OF SANTAANA RECOMMENDATIONS
<br />216. ALL HOLDOWN ANCHORS & HARDWARE MUST BE TIED IN PLACE PRIOR TO CALLING FOR
<br />A FOUNDATION INSPECTION.
<br />3. WOOD FRAMING CONSTRUCTION
<br />300. ROOFING MATERIALS SHALL BE PER ARCHITECTURAL DRAWINGS.
<br />301, ROOF SHEATHING SHALL BE 32 " OR a " C-D GRADE, INTERIOR TYPE PLYWOOD
<br />WITH EXTERIOR GLUE, OR OSB PANELS. IDENTIFICATION INDEX (24/0) W/ 8D
<br />COMMON NAILS @ 6" O/C @ ALL PERIMETER EDGES AND ALL INTERIOR SUPPORTED
<br />EDGES AND @ 12" O/C @ ALL INTERMEDIATE SUPPORTS. SEE DETAILS FOR SHEAR AND
<br />DRAG NAILING.
<br />302. TYPICAL WALL SHEATHING:
<br />INTERIOR SURFACES: WHERE DRYWALL IS SPECIFIED, PROVIDE MIN. $" GYPSUM
<br />WALLBOARD W/ 5D COOLER NAILS OR EQUAL @ 7" O/C TO ALL STUDS AND TO TOP &
<br />BOTTOM PLATES (UNBLOCKED) AT INTERIOR SIDE OF EXTERIOR WALLS AND AT BOTH
<br />SIDES OF ALL INTERIOR WALLS.
<br />EXTERIOR SURFACES: SEE PLANS. WHERE "STUCCO" IS SPECIFIED PROVIDE 8"
<br />EXTERIOR CEMENT PLASTER OVER WIRE LATH OVER TYPE 15 BUILDING PAPER.
<br />LATH ATTACHED TO ALL STUDS AND TOP AND BOTTOM PLATES (OR BLOCKING AS
<br />OCCURS) W/ 16 GAGE X 16 STAPLES @ 6" O/C OR NO. 11 GAGE X 1-112"
<br />FURRING NAILS WHERE INDICATED ON ELEVATIONS.
<br />303. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD. ANY NOTES REFERRING TO
<br />PLYWOOD ALSO APPLIES TO OSB,
<br />304. TOP PLATES SHALL BE DOUBLE 2X W/ WIDTH EQUAL TO STUDS BELOW, W/ (21)16D NAILS
<br />MIN. @ MINIMUM 4'-0" LAP SPLICES. USE SIMPSON RPS OR CS16 STRAP EACH
<br />SIDE OR ONE SIDE AND TOP WHERE LAP SPLICE IS NOT POSSIBLE. SEE DETAILS FOR
<br />NOTCHES, CUT-OUTS AND COMPLETE PLATE BREAKS AT HEATING, VENTING, AND PLUMBING
<br />3. WOOD FRAMING CONSTRUCTION (CONT.)
<br />305. TYPICAL SHEAR TRANSFER:
<br />ROOF TO WALL: CONNECT ROOF FRAMING TO TOP PLATE W/ SIMPSON H1 @ 24" O/C
<br />OR A35 OR RBC @ 24" O/C OR PER SHEAR TRANSFER DETAILS.
<br />SILL PLATE ANCHORS:
<br />306.
<br />GROUND FLOOR 1 SLAB ON GRADE WALLS: PROVIDE 2X MIN. PTDF SILL PLATES.
<br />SEE CONCRETE FOUNDATION CONSTRUCTION NOTES 206, 207 & 208 FOR ANCHOR
<br />BOLTS. AT INTERIOR NON -SHEAR CONDITIONS, 0.145 SHOT PIN ANCHORS @ 32" O/C
<br />MAY BE USED TO CONNECT PARTITIONS AND BEARING WALLS TO SLAB.
<br />307. ALL WOOD SILL PLATESAND ALL WOOD MEMBERS DIRECTLYAGAINST CONCRETE OR
<br />MASONRY SHALL BE FOUNDATION GRADE REDWOOD SILLS OR PTDF SILLS, TREATED WITH
<br />SODIUM BORATE (SBX/DOT) WHEN INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT.
<br />(SODIUM BORATE TREATMENT DOES NOT REQUIRE CORROSION RESISTANT CONNECTORS.)
<br />IF OTHER TREATMENTS ARE USED, SEE NOTE 309.
<br />308. FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD:
<br />ALL NAILS AND FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER TREATED WITH
<br />ACQ-C, ACQ-D, CA-B, AND CBA-A WITHOUT AMMONIA SHALL BE GALVANIZED PER
<br />ASTM Al53.
<br />ALL NAILS AND FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER TREATED WITH
<br />ACQ-C, ACQ-D, CA-B, AND CBA-A WITH AMMONIA SHALL BE TYPE 303, 304, 305,
<br />OR 316 STAINLESS STEEL.
<br />WHERE PRESSURE TREATED LUMBER IS INSTALLED IN AN EXTERIOR WET ENVIRONMENT,
<br />ALL NAILS AND FASTENERS IN CONTACT WITH THE PRESSURE TREATED LUMBER SHALL BE
<br />TYPE 303, 304, 305, OR 316 STAINLESS STEEL.
<br />309. RE -TIGHTEN ALL HOLDOWN ANCHORS JUST PRIOR TO COVERING THE WALL FRAMING.
<br />310. ENGINEERED BEAMS AREAS FOLLOWS:
<br />"PSL" REFERS TO PARALLEL STRAND LUMBER (E=2.0, FB=2900).
<br />"LSL" REFERS TO LAMINATED STRAND LUMBER (E=1.55, FB=2325).
<br />(E=1.3 & FB=1700 AT LSL CONDITIONS WITH D (DEPTH) < 9" )
<br />"LVL" REFERS TO LAMINATED VENEER LUMBER (E=2.0, FB=2800).
<br />"GLB" REFERS TO 24F-1.8E GLU-LAM WITH STANDARD CAMBER, U.N.O.
<br />"IJC" ENGINEERED GLU-LAM BEAM MAYBE USED UPON ENGINEER APPROVALS.
<br />AN A.I.T.0 CERTIFICATE OF COMPLIANCE ISSUED BY A CURRENT ICC
<br />APPROVED QUALITY CONTROL AGENCY FOR GLUED LAMINATED WOOD MEMBERS
<br />SHALL BE GIVEN TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION.
<br />311. LUMBER SPECIFICATIONS:
<br />ALL FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH. STUDS, PLATES & BLOCKING:
<br />2X4 FRAMING LUMBER NOT LISTED BELOW STANDARD GRADE OR BETTER
<br />92-1/4", 104-1/4", & 116-1/4"2X4 STUDS STUD GRADE OR BETTER
<br />2X4 STUDS OVER 10' #2 OR BETTER
<br />2X4 SILLS & PLATES STANDARD OR BETTER
<br />2X6 STUDS, SILLS, & PLATES #2 OR BETTER
<br />4X4 STUDS & POSTS STANDARD OR BETTER OR #1
<br />4X6, 6X6, & LARGER STUDS & POSTS #1 OR BETTER
<br />4X4, 4X6 BEAMS & HEADERS #2 OR BETTER
<br />4X8, 4X10, 4X12, 4X14 BEAMS & HEADERS #1 OR BETTER
<br />6X4 BEAMS & HEADERS
<br />#2 OR BETTER
<br />6X6 & LARGER BEAM & HEADERS #1 OR BETTER
<br />2X6 AND LARGER RAFTERS AND JOISTS #2 OR BETTER
<br />312. HOLES, CUTOUTS, AND NOTCHES IN FRAMING MEMBERS:
<br />BY VIRTUE OF CODE COMPLIANCE WITH ELECTRICAL AND PLUMBINGDE CODES, HOLES
<br />AND NOTCHES WILL INEVITABLYBE MADE IN FRAMING MEMBERS, THE CODE
<br />RECOGNIZES AND APPROVES VARIOUS HOLES AND NOTCHES WITHOUT ENGINEERING
<br />JUSTIFICATION IN CBC SECTION 2308.8.2. ENGINEERED (PSL, LSL) RECTANGULAR
<br />LUMBER BEAMS BEHAVE LIKE ANY OTHER RECTANGULAR SHAPE WHEN NOTCHED OR
<br />BORED, SO THE ENGINEER OR ARCHITECT MAY SPECIFY LIMITS WITHOUT MANUFACTURER
<br />APPROVAL OTHER HOLES AND NOTCHES ARE ALLOWED AS NOTED BELOW:
<br />PSL AND LVL BEAMS: A HOLE 1 INCH IN DIAMETER CAN BE DRILLED ANYWHERE,
<br />AND A 2 INCH DIA. HOLE CAN BE DRILLED IN THE MIDDLE THIRD OF THE SPAN IN
<br />THE MIDDLE THIRD OF THE DEPTH OF THE BEAM FOR ANY PSL OR LVL BEAM,
<br />EXCEPT CANTILEVERED BEAMS AND BEAMS SUPPORTING CONCENTRATED LOADS.
<br />HOLES IN THOSE CONDITIONS REQUIRE APPROVAL IN WRITING FROM THE ENGINEER
<br />PSLAND LVL BEAMS: A RAKE CUT (TAPER)ATTHE TOP OF THE BEAM ATTHE
<br />END OF THE SUPPORT IS ALLOWED IF NOTED ON PLANS, TO A
<br />MINIMUM OF 4-3/8" AT INSIDE FACE OF SUPPORT. RAKE CUT (TAPER) THAT
<br />RESULTS IN A DEPTH AT THE INSIDE FACE OF THE SUPPORT OF 2/3RDS THE
<br />BEAM DEPTH IS ALLOWED AT CONDITIONS NOT SPECIFIED. OTHER TAPERED
<br />ENDS AND SQUARE NOTCHES IN TOP OR BOTTOM FACE REQUIRE APPROVAL IN
<br />WRITING FROM THE ENGINEER OR ARCHITECT.
<br />STUDS AND PLATES: SEE STRUCTURAL DETAILS 13 & 14 ON SHEET S3 FOR NOTCHING
<br />AND BORING,
<br />313. PROVIDE 2X4 TRIMMER & 2X4 KING STUD EACH END OF EACH 4X DROPPED BEAM
<br />OR HEADER. PROVIDE DOUBLE TRIMMERS AT EACH 4X10 OR LARGER. PROVIDE DOUBLE
<br />TRIMMERS AT EACH 3-1/2 X 7-1/2 PSL OR LSL OR LARGER.
<br />314. PROVIDE 2X6 TRIMMER & 2X6 KING STUD EACH END OF EACH 6X DROPPED BEAM
<br />OR HEADER. PROVIDE DOUBLE TRIMMERS AT EACH 6X8 OR LARGER. PROVIDE DOUBLE
<br />TRIMMERS AT EACH 5-1/4 X 7-1/2 PSL OR LSL OR LARGER.
<br />315. PROVIDE DOUBLE KING STUDS ATALL OPENINGS 8'-l" WIDE AND WIDER OR PER PLAN.
<br />316. PROVIDE MINIMUM 2-1/4" BEARING @ EACH END OF EACH FLUSH BEAM OR HEADER
<br />WHERE BEARING IS ON TOP PLATE. PROVIDE 2X4 STUD WITHIN 3" OF BEARING POINT.
<br />PROVIDE (2) 2X STUDS @ 6X OR LSL OR PSL BEAMS.
<br />317. ROOF RAFTERS SHALL BE 2X RAFTERS AS NOTED ON STRUCTURAL DRAWINGS
<br />318. EAVES SHALL BE PER ARCHITECTURAL PLANS W/ APPLIED TAILS PER ARCHITECTURAL
<br />PLANS. OVERHANG DETAILSARE NOT SHOWN ON STRUCTURAL PLANS.
<br />319. SEETHE ARCHITECTURAL ROOF PLANS FOR ROOF PITCH AND ADDITIONAL INFORMATION.
<br />320. COMBINE AND GROUP PLUMBING VENTS WHENEVER POSSIBLE TO MINIMIZE ROOF
<br />PENETRATIONS.
<br />3. WOOD FRAMING CONSTRUCTION (CONT.)
<br />321. WOOD TO WOOD CONNECTORS SHALL BE SIMPSON STRONG TIE OR USP STRUCTURAL
<br />CONNECTORS. ALL SPECIFIED CONNECTOR CALL -OUTS ARE SIMPSON CATALOG CALL -OUTS
<br />USP SUBSTITUTIONS SHALL HAVE A CAPACITY EQUAL TO OR GREATER THAN THE SIMPSON
<br />CATALOG VALUES. ANY OTHER ICC APPROVED METAL CONNECTOR MAY BE USED UPON
<br />APPROVAL BY THE ENGINEER OR ARCHITECT.
<br />322• ICC APPROVED CONNECTORS SHALL BE USED WHERE CONNECTORS ARE SPECIFIED,
<br />UNLESS OTHERWISE NOTED, THE FOLLOWING BEAM AND JOIST HANGERS SHALL BE USED:
<br />BEAM OR JOIST SIMPSON/USP HANGER
<br />I -JOIST FLOOR JOISTS IUS, IUT, OR ITT HANGERS
<br />1.75 X LSL AND LVL HU, HUS, OR WPU
<br />2.69 X PSL AND LVL HU OR HWU
<br />3.5 X PSL AND LVL HHUS OR HWU
<br />5.25 X PSL AND LVL HHUS OR HWU
<br />7 X PSL AND LVL HHUS OR HWU
<br />AT BEAM HANGER CALLOUTS, IE HGUS OR HU BEAMS, THE CALLOUT IS ABBREVIATED,
<br />THE HANGER WIDTH MAYBE OMITTED TO ALLOW FLEXIBILITY IN ORDERING. EXAMPLE: 2.69 PSL
<br />THE CALLOUT MAY READ HGUS12. AN HGUS2.75/12 OR HGUS412 (WITH FILLERS)
<br />ARE APPLICABLE, WHERE HANGERS OFFER (MIN) OR (MAX), NAIL TO APPLY (MAX) LOADS.
<br />323. WHERE SHEARWALL LENGTHS ARE SPECIFIED ON THE PLANS, THE LENGTH SHOWN IS A
<br />MINIMUM DIMENSION. THE SHEARWALL MAY BE LENGTHENED FOR CONSTRUCTION
<br />PURPOSES, BUT SHALL NOT BE REDUCED UNLESS OTHERWISE NOTED. ALL ENGINEERED
<br />WOOD PANEL SHEAR (PLYWOOD OR OSB) SHALL BE BLOCKED.
<br />324. THE FOLLOWING HOLES IN SHEARWALLS ARE ALLOWED:
<br />A) APPROXIMATELY SQUARE HOLES NOTCHED, PUNCHED, OR CUT THATARE LESS THAN
<br />25 SQ. INCHES
<br />B) APPROXIMATELY SQUARE HOLES CLEAN CUT OR BORED IN SHEARWALLS THATARE
<br />LESS THAN 64 SQ. INCHES (ONE HOLE PER 4' OF SHEARWALL.)
<br />C) APPROXIMATELY SQUARE HOLES, LESS THAN 64 SO. INCHES (ONE HOLE PER 8' OF
<br />SHEARWALL) WITH ALL EDGES BLOCKED & EDGE NAILED.
<br />D) HOLES INDIVIDUALLYAPPROVED BY THE ENGINEER OR ARCHITECT OF RECORD.
<br />325. STUDS SHALL BE SPACED @ 16" O/C MAX. UNLESS OTHERWISE SPECIFIED.
<br />EXCEPT AT PLATE HEIGHTS HIGHER THAN 10'-0", THEN USE DF#2 OR BETTER
<br />326. ALL FINISHES, WATERPROOFING, DRAINAGE, AND FIRE -RELATED ELEMENTS ARE BY THE
<br />ARCHITECT OF RECORD AND ARE REQUIRED EVEN THOUGH THEY MAY NOT BE SHOWN
<br />ON THE STRUCTURAL PLANS AND DETAILS.
<br />4. ICC-ES AND NER APPROVALS
<br />400. PLYWOOD AND OSB PANELS: FULL REPORTS FOUND AT:
<br />APA PLYWOOD & OSB--ESR-2586 HTTP://WWW.ICC-ES.ORG
<br />401. JOISTS AND RAFTERS AND BEAMS:
<br />TRUS-JOIST TJI JOISTS AND PSL, LSL, & LVL--ICC-ES ESR-1387, 1153,
<br />BOISE CASCADE BCI JOISTS, VERSA -LAM, & VERSA-STRAND--ICC-ESR-1040, 1336
<br />LOUISIANA PACIFIC JOISTS & BEAMS--ESR-1305, 2403
<br />ROSEBURG JOISTS & BEAMS--ESR-1210, 1251
<br />GLU-LAM BEAMS-- ESR-1940
<br />PACIFIC WOOD TECH - ESR 2909
<br />402. WOOD CONNECTORS:
<br />SIMPSON CONNECTORS--ICC-ES ESR #S 1161,1622, 1866, 2105, 2203, 2236, 2320,
<br />2549, 2551, 2552, 2553, 2330, 2554, 2555, 2604, 2605, 2606, 2607, 2608,
<br />2611, 2613, 2614, 2615, 2616, 2877, 2920, 3046
<br />IAPMO ER-112,130, 143, 192, 262
<br />USP LUMBER CONNECTORS--ICC-ES ESR #S 1178,1280, 1575, 1702, 1781, 1881,
<br />1970 2104 2685 1831 146 2761 27 7 IAPMO ER-2 5, 8 , 00
<br />QUICK DRIVE WOOD SCREWS--ICC-ES ESR-1472
<br />403, ADHESIVES & ANCHORS:
<br />SIMPSON EPDXY -TIE HIGH STRENGTH EPDXY (SET-XP)--ICC-ES ESR-1772, 2508.
<br />SIMPSON WEDGE -ALL (WA) WEDGE ANCHORS--ICC-ES ES-1771
<br />SIMPSON TITEN HD--ICC-ESR-1056, 2713
<br />SIMPSON SHOT PINS ICC-ES ESR-2138
<br />HILTI X-DN, X-ZF, X-CF SHOT PINS--ICC-ES ER-1663, 1752, 2269
<br />5. NAILING & FASTENING
<br />500.16D NAILS AS SHOWN ON THE DETAILS MAY BE COMMON, BOX, OR SINKER NAILS (0.135" MIN. DIA)
<br />501. AS AN ALTERNATE TO THE COMMON AND BOX NAILS SPECIFIED IN THE STRUCTURAL PLANS, THE
<br />FOLLOWING "CUTLER" GUN NAILS (OR EQUAL) ARE ACCEPTABLE ALTERNATIVES.
<br />502. ALTERNATE NAILING FOR ROOF SHEATHING:
<br />8D 2 2 " X 0.135 WIRE BARBED NAILS BY CUTLER OR EQUAL.
<br />503. ALTERNATE NAILING FOR FLOOR SHEATHING: #8 X 2" SELF SETTING WOOD SCREWS, OR
<br />8D 2 2 " X 0.135 OR 0.148 SCREW SHANK FLOOR NAILS BY CUTLER OR EQUAL
<br />504. SHEAR PANELS WHERE 8D COMMON NAILS ARE SPECIFIED:
<br />10D 2 z " X 0.148" WIRE BARBED NAILS BY CUTLER OR EQUAL
<br />NAIL SIZES
<br />SIZE OF STANDARD WIRE SIZE PENETRATION
<br />NAIL LENGTH GAUGE (INCHES) REQUIRED
<br />BOX NAILS
<br />6D 2" 12 0.099 1 it
<br />8D 2 " 11 0.113 ill
<br />10D 3" 10- 0.128 10 "
<br />12D 3" 10- 0.128 10 "
<br />16D 3-11 10 0.135 1 0 It
<br />16D SINKER 3" 9 0.148 1011
<br />COMMON NAILS
<br />6 D 2" 11 - 0.113 1 "
<br />8D 22 10 0.131 1 7" 10D 3„ 9 0.148 1 a
<br />12D 3„ 9 0.148 1 a
<br />16D 3 8 0.162 1„
<br />12
<br />6. NAILING SCHEDULE, MINIMUMS (CBC CHAPTER 23, TABLE 2304.10.2)
<br />BLKNG AT CEILING JOISTS, RAFTERS, OR TRUSSES TO TOP PLATE OR OTHER FRAMING,
<br />T.N. 4-8d Box, 3-8d Com, 3-10d box, 3-3" x 0.131" nails, 3-3" 14 gage staples
<br />BLKNG AT CEILING RAFTERS OR TRUSSES NOT AT WALL TOP PLATE TO RAFTER OR TRUSS, T.N. 2-8d Com, 2-3" x 0.131" nails, 2-3" 14 gage staples
<br />BLKNG AT CEILING RAFTERS OR TRUSSES NOT AT WALL TOP PLATE TO RAFTER OR TRUSS, E.N. 2-16d Com, 3-3" x 0.131" nails, 3-3" 14 gage staples
<br />FLAT BLKNG TO TRUSS AND WEB, F.N.
<br />16d Com, 3"x.131" nails, 3"x14 gage staples @ 6" o.c
<br />CEILING JOISTS TO TOP PLATE, T.N.
<br />4-8d box, 3-8d Com, 3-10d box, 3-3"x.131 nails, 3-3" 14 gage staples
<br />CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS, F.N.
<br />PER 2308.7.3.1 3-16d Com, 4-10d box, 4-3" x 0.131" nails, 4-3" 14 gage staples
<br />CEILING JOISTS ATTACHED TO PARALLEL RAFTER (HEEL JOINT), F.N. PER 2308.7.3.1
<br />3-16d Com, 4-10d box, 4-3" x 0.131" nails, 4-3" 14 gage staples
<br />COLLAR TIE TO RAFTER, F.N.
<br />3-10d Com, 4-10d box, 4-3"x0.131" nails, 4-3" 14 gage staples
<br />RAFTER/TRUSS TO TOP PLATE, T.N. PER TABLE 2308.7.3.5
<br />3-10d Com, 3-16d or 4-10d box, 4-3" x 0.131" nails, 4-3" 14 gage staples
<br />RAFTERS TO RIDGE VALLEY OR HIP; OR FATERTO 2" RIDGE BEAM
<br />TOENAIL
<br />4-16d box, 3-10d Com, 3-16d or 4-10d box, 4-3" x 0.131" nails, 4-3" 14 gage staples
<br />ENDNAIL
<br />2-16d Com, 3-16d box, 3-10d box, 3-3" x 0.131" nails, 3-3" 14 gage staples
<br />STUD TO STUD (NOT AT BRACED WALL PANELS)
<br />16d Com @ 24" o.c. FN OR 2-10d box, 3" x 0.131" nails, 34' 14 gage staples @ 16" o.c. FN
<br />STUD TO STUD AT INTERSECTING WALL CORNERS (BRACED WALL)
<br />16d Com @ 16" o.c, FN OR 16d Box, 3" x 0.131" nails, 3-3" 14 gage staples @ 12" o.c. FN
<br />BUILT-UP HEADER (2" TO 2"), FN EA. EDGE
<br />16d Com @ 16" o.c OR 16d Box @ 12" o.c.
<br />CONT. HEADER TO STUD, T.N.
<br />4-8d Com, 4-10d Box, 5-8d box
<br />TOP PLATE TO TOP PLATE
<br />16d Com @ 16" o.c. FN OR 10d Box, 3" x 0.131" nails, 3" 14 gage staples @ 12 o.c. FN
<br />TOP PLATE TO TOP PLATE, AT END JOINTS (EACH SIDE OF END JOINT), FACENAIL
<br />24" MIN LAP SPLICE EA. SIDE
<br />8-16d Com, 12-16d Box, 12-10d Box, 12-3" x 0.131" nails, 12-3" 14 gage staples
<br />BOTTOM PLATE TO JOIST, RIM, OR BLKG, FACENAIL
<br />UNBRACED WALL: 16" o.c. FN
<br />16d Com
<br />UNBRACED WALL: 12" o.c. FN
<br />16d Box, 3" x 0.131" nails, 3" 14 gage staples
<br />BRACED WALL: 16"o.c. FN
<br />2-16d Com, 3-16d Box,44'031" nails,4-3" 14 gage staples
<br />STUD TO TOP OR BOTTOM PLATE
<br />TOENAIL
<br />4-8d Box, 410d Box, 4-8d Com, 3-16d Box, 44' 0.131" nails, 4-3" 14 gage staples
<br />ENDNAIL
<br />3-16d Box, 2-16d Com, 3-10d Box, 344,131" nails, 3-3" 14 gage staples
<br />TOP PLATES, LAPS AT CORNERS AND INTERSECTION, F.N.
<br />2-16d Com, 3-1 Old box, 3-3" x 0.131" nails, 3-3" 14 gage staples
<br />1" BRACE TO EACH STUD AND PLATE, F.N.
<br />3-8d Box, 2-8d Com, 2-10d Box, 2-3" x 0.131" nails, 2-3" 14 gage staples
<br />1"x6" SHEATHING TO EACH BEARING, F.N.
<br />3-8d Box, 2-1.75" 16 Gage staples, 2-8d Com, 2-1 Old Box
<br />1"x8" SHEATHING AND WIDER TO EACH BEARING, F.N.
<br />4-8d box, 4-1.75" 16 Gage staples, 3-8d Com, 3-10d Box
<br />JOIST TO SILL, TOP PLATE, OR GIRDER, T.N.
<br />4-8d box, 3-8d Com, 3-10d Box, 3-3" x 0.131" nails, 3-3" 14 gage staples
<br />RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER 8d Box @ 4" o.c. TN OR 8d Com, 10d Box, 3" x 0.131" nails, 3" 14 gage staples @ 6" o.c. TN
<br />1"x6" SUBFLOOR OR LESS TO EACH JOIST, F.N.
<br />2-1.75" Gage Staples, 2-8d Com, 3-10d Box
<br />2" SUBFLOOR TO JOIST OR GIRDER, F.N. or BLIND
<br />3-16d Box, 2-16d Com
<br />2" PLANKS (PLANK & BEAM - FLOOR & ROOF), FACENAIL & EACH BEARING
<br />3-16d Box, 2-16d Com
<br />BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
<br />32" o.c. FN Top & BTTM STAGGERED ON OPPOSITE SIDES
<br />20d Com
<br />24" o.c. FN Top & BTTM
<br />10d Box, 3"x0.131" nails, 3" 14 gage staples
<br />ENDS & SPLICES, FN
<br />2-20d Com, 3-1 Old Box, 34' 0.131" nails, 3-3" 14 gage staples
<br />LEDGER SUPPORTING JOISTS/RAFTERS
<br />4-16d Box, 3-16d Com, 4-10d Box, 4-3"X0.131, 4-3" 14ga. STAPLES
<br />JOIST TO BAND OR RIM JOIST, END NAIL
<br />3-16d Com, 4-10d Box, 4-3"X0.131, 4-3" 14ga. STAPLES
<br />BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS EACH END, T.N.
<br />2-8d Com, 2-10d box, 2-3" x 0.131" nails, 2-3" 14 gage staples
<br />WOOD STRUCT. PANELS, SUBFLOOR, ROOF AND INTERIOR WALL SHTNG TO FRMG AND
<br />EDGES
<br />INTERMEDIATE
<br />PARTICLEBOARD WALL SHEATHING TO FRAMING
<br />(IN)
<br />SUPPORTS (IN)
<br />16d Com or deformed; or 22"x.113" nail (subfloor aid wall)
<br />6
<br />12
<br />8d Com or deformed (roof) or 28" x.113" nail (roof)
<br />6e
<br />6e
<br />"-2"
<br />14" 16 Ga Staple, ' crown (subfloor and wall)
<br />4
<br />8
<br />22" x.113"x.266" head nail (roof)
<br />3 f
<br />3 f
<br />14" 16 Ga Staple,6"crown (roof)
<br />3f
<br />3f
<br />8d Com or deformed (subfloor and wall)
<br />6
<br />12
<br />19,, 31,
<br />32 —4
<br />8d Com or deformed (roof) or 28" x.113" nail (roof)
<br />6e
<br />6e
<br />28" x.113"x.266" head nail, 2"16 Gage staple, 6' crown
<br />4
<br />8
<br />8 -14
<br />�10cl Com or (T4.148"); or deformed (271 x.131 "x.281 head)
<br />6
<br />12
<br />OTHER EXTERIOR
<br />WALL SHEATHING (FIBERBOARD)
<br />1„b
<br />12" x0.120", galvanized roofing nail (16" head dia) or 14" 16 Ga Staple w/6" or 1" crown
<br />3
<br />6
<br />2
<br />25,1
<br />13" x0,120", galvanized roofing nail (16" head dia) or 12" 16 Ga Staple w/ 6" or 1" crown
<br />3
<br />6
<br />WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENTTO FRAMING
<br />4 & LESS
<br />8d COMMON (2 2 x0.131 ), or deformed (2 x0.113 ), or deformed (2 x0.120)
<br />6
<br />12
<br />a" 1"
<br />8d COMMON (2 z"x0.131 "); or deformed (2"x0.113" ); or deformed (2"0.120")
<br />6
<br />12
<br />11" -11"
<br />10d COMMON (3"x0.148"); or deformed (22"x0.131 "); or deformed (22"x0.120")
<br />6
<br />12
<br />PANEL SIDING TO FRAMING
<br />2" & LESS
<br />6d corrosion -resistant siding (18"x.106"); or 6d corrosion -resistant (2"x.099")
<br />6
<br />12
<br />g"
<br />8d corrosion -resistant siding (28"0.128"); or 8d corrosion -resistant casing (22"x0.113")
<br />6
<br />12
<br />INTERIOR PANELING
<br />-'4"
<br />4d casing (12"x0.080"); or 4d finish (12"x0.072")
<br />6
<br />12
<br />8„
<br />6d casing (2'4.099"); or 6d finish (2"x.092") - (Panel supports at 24 inches)
<br />6
<br />12
<br />7. DESIGN CRITERIA
<br />700, BUILDING CODE: 2022 CALIFORNIA BUILDING CODE AND 2022 CALIFORNIA
<br />RESIDENTIAL CODE.
<br />701. SEISMIC DESIGN CRITERIA:
<br />SOIL BEARING VALUE
<br />1,500 psf
<br />SITE CLASS
<br />D (Default)
<br />SEISMIC DESIGN CATEGORY
<br />D
<br />RISK CATEGORY
<br />II
<br />SEISMIC IMPORTANCE FACTOR
<br />1
<br />SS
<br />1.50
<br />S1
<br />0.50
<br />SIDS
<br />1.20
<br />SD1
<br />0.60
<br />Cs
<br />0.185
<br />Design Base Shear
<br />0.168W
<br />702. WIND DESIGN CRITERIA:
<br />WIND SPEED (V-ult)
<br />124 mph
<br />RISK CATEGORY
<br />II
<br />EXPOSURE
<br />C
<br />INTERNAL PRESSURE COEF
<br />0.18
<br />EXTERIOR CLADDING (0.6W)
<br />13 psf
<br />703. DESIGN LOADING (Worst Case):
<br />ROOF DL 14 psf I
<br />ROOF LL 20 psf
<br />TRELLIS DL 8 psf I
<br />TRELLIS ILL 10 psf
<br />FOOTNOTES:
<br />a. Nails spaced at 6 inches at intermediate supports where spans are
<br />48 inches or more. For nailing of wood structural panel and
<br />particleboard diaphragms and shear walls, refer to Section 2305. Nails
<br />for wall sheathing are permitted to be common, box or casing.
<br />b. Spacing shall be 6 inches on center on the edges and 12 inches on
<br />center at intermediate supports for nonstructural applications. Panel
<br />supports at 16 inches (20 inches if strength axis in the long direction of
<br />the panel, unless otherwise marked).
<br />c. Where a rafter is fastened to an adjacent parallel ceiling joist in
<br />accordance with this schedule and the ceiling joist is fastened to the top
<br />plate in accordance with this schedule, the number of toenails in the
<br />rafter shall be permitted to be reduced by one nail.
<br />d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the
<br />specifications in ASTM F1667. e
<br />e. Tabulated fastener requirements apply where the ultimate design
<br />wind speed is less than 140 mph. For wood structural panel roof
<br />sheathing attach tgable-endr fr in n e ed o roof am and to intermediate
<br />9 9
<br />supports within 48 inches of roof edges and ridges, nails shall be
<br />spaced at 4 inches on center where the ultimate design wind speed is
<br />greater than 130 mph in Exposure B or greater than 110 mph in
<br />Exposure C. Spacing exceeding 6 inches on center at intermediate
<br />supports shall be permitted where the fastening is designed per the
<br />AWC NDS.
<br />e. Fastening is only permitted where the ultimate design wind speed is
<br />less than or equal to 110 mph
<br />g. Nails and staples are carbon steel meeting the specifications of
<br />ASTM F1667. Connections using nails and staples of other materials,
<br />such as stainless steel, shall be designed by acceptable engineering
<br />practice or approved under Section 104.11,
<br />8. STATEMENT OF SPECIAL INSPECTIONS
<br />800. RETROFIT ANCHOR BOLTS FOR MISPLACED HOLDOWNS WITH
<br />ALL -THREAD ROD AND SIMPSON SET-XP EPDXY REQUIRE
<br />SPECIAL INSPECTION. (NO SPECIAL INSPECTION IS REQUIRED
<br />FOR RETROFIT ANCHOR BOLTS OR TITEN HD's WITHOUT A
<br />HOLDOWN ATTACHED,)
<br />801. PER CBC 1705.3 SPECIAL INSPECTION IS NOT REQUIRED FOR
<br />NON-STRUCTURAL SLABS ON GRADE NOR FOR CONCRETE
<br />FOOTINGS THAT SUPPORT 3 STORIES ABOVE GRADE OR LESS.
<br />802. PER CBC 1705.11 SPECIAL INSPECTION IS NOT REQUIRED FOR
<br />SEISMIC COMPONENTS FOR DETTACHED ONE- AND
<br />TWO-FAMILY DWELLINGS NOT EXCEEDING 2 STORIES ABOVE
<br />GRADE.
<br />19. SOILS REPORT 1
<br />A SOIL REPORT IS REQUIRED FOR PROPOSED DETACHED ADU WITH BUILDING
<br />AREA EXCEEDING 750 sq.ft. THE GEOTECHNICAL INVESTIGATIONS SHALL BE
<br />CONDUCTED IN ACCORDANCE WITH SECTION 1803.2 AND REPORTED IN
<br />ACCORDANCE WITH SECTION 18.3.6, CBC.
<br />i. THE GEOTECHNICAL ENGINEER OF RECORD SHALL REVIEW THE CITY
<br />APPROVED PLANS FOR GENERAL CONFORMANCE WITH THE SOIL REPORT;
<br />OTHERWISE, AN ALTERNATE FOUNDATION PLAN DESIGNED BY A CALIFORNIA
<br />REGISTERED CIVIL ENGINEER IS REQUIRED.
<br />41055 CHACO CANYON ROAD
<br />MURRIETA CA 92562
<br />All ideas, drawings, specifications shown herein are the
<br />property of West Coast Design Group and shall not be
<br />used, copied, reproduced, or disclosed to any person, firm
<br />or corporation, without the written consent of West Coast
<br />Design Group. Any infringement will be subject to legal
<br />action. The contractor shall verify and be responsible for all
<br />dimensions and conditions on the job and notify this office of
<br />any variations from dimensions and conditions shown
<br />herewith. Written dimensions take precedence over scaled
<br />dimensions.
<br />PROJECT:
<br />ADU
<br />3110 & 3112 S Griset PI
<br />Santa Ana, CA 92704
<br />CLIENT:
<br />Matthew Mallari &
<br />Natalie Nguyen
<br />Q 0
<br />I v ( No. 38 M
<br />LLJ
<br />1 # Exp� _ y
<br />� l
<br />r /
<br />Mark Transrflittal,S"et•D8te'` Description
<br />01 12/1012__E "
<br />03 3/27/9025
<br />Plat FiIN�s Li HAS REVt€.VVI:D i. t5r-
<br />r O MEMBER SIZES AND
<br />CONi EC-ii1GNS AS REFLECTED
<br />DIMENSIONS AND
<br />sav v S �t't1CTtlRAL ITOAS ARE HE
<br />PROJECT NO: 52-24
<br />STATUS: Submittal
<br />DRAWN BY:
<br />CHK'D BY:
<br />PLOT DATE: 4/18/2025
<br />PLAN CHECK#: 101122356
<br />SHEET TITLE
<br />Notes
<br />S-0
<br />SHEET 26
<br />
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