|
NON-SHRINK GROUT #23616FIVE STAR GROUT
<br />HOLD-DOWNS SIMPSON HOLD-DOWNS #24818
<br />#24947, #25076SIMPSON JOIST HANGERSJOIST HANGERS
<br />#22086SIMPSON FTA5 STRAPSTRAPS
<br />SET "XP" EPOXY #25279SIMPSON EPOXY ANCHOR
<br />LARR NUMBERS
<br />SEISMIC DESIGN CRITERIA
<br />a) Importance Factor, i = 1
<br />b) Exposure = C
<br />c) Wind Velocity = 110 MPH
<br />WIND DESIGN CRITERIA
<br />C.REINFORCING STEEL
<br />H.NAILING SCHEDULE
<br />COMMON WIRE NAILS
<br />1.JOIST TO SILL OR GIRDER TOE NAIL---------------------------------------------------------------------------------------------3-8d
<br />2. BRIDGING TO JOIST TOE NAIL EACH END--------------------------------------------------------------------------------------2-8d
<br />3. 1" BY 6" SUBFLOOR OR LESS TO EACH JOIST FACE NAIL----------------------------------------------------------------2-8d
<br />4. WIDER THAN 1" BY 6" SUBFLOOR TO EACH JOIST FACE NAIL----------------------------------------------------------3-8d
<br />5. 2" SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE NAIL-----------------------------------------------------------2-16d
<br />6. SOLE PLATE TO JOIST OR BLOCKING FACE NAIL--------------------------------------------------------------16d @16" O/C
<br />7. TOP PLATE TO STUD END NAIL---------------------------------------------------------------------------------------------------2-16d
<br />8. STUD TO SOLE PLATE TOE NAIL---------------------------------------------------------------------------------------------------4-8d
<br />9. DOUBLED STUDS FACE NAIL------------------------------------------------------------------------------------------16d @24" O/C
<br />10. DOUBLED TOP PLATES FACE NAIL----------------------------------------------------------------------------------16d @16" O/C
<br />11. TOP PLEATES, LAPS & INTERSECTIONS FACE NAIL----------------------------------------------------------------------2-16d
<br />12. CONTINUOUS HEADER, TWO PIECES ALONG EACH SIDE--------------------------------------------------16d @16" O/C
<br />13. CEILING JOISTS TO PLATE FACE NAIL-------------------------------------------------------------------------------------------3-8d
<br />14. CONTINUOUS HEADER TO STUD TOE NAIL------------------------------------------------------------------------------------4-8d
<br />15. CEILING JOISTS, LAPS OVER PARTITIONS FACE NAIL-------------------------------------------------------------------3-16d
<br />16. CEILING JOISTS TO PARALLEL RAFTERS FACE NAILS-------------------------------------------------------------------3-16d
<br />17. RAFTER TO PLATE TOE NAIL--------------------------------------------------------------------------------------------------------3-8d
<br />18. 1 BY BRACE TO EACH STUD AND PLATE FACE NAIL-----------------------------------------------------------------------2-8d
<br />19. 1 BY 8 SHEATING OR LESS TO EACH BEARING FACE NAIL--------------------------------------------------------------2-8d
<br />20. WIDER THAN 1 BY 8 SHEATHING TO EACH BEARING FACE NAIL------------------------------------------------------3-8d
<br />21. BUILT-UP CORNER STUDS----------------------------------------------------------------------------------------------16d @24" O/C
<br />22. BUILT-UP GIRDER AND BEAMS:
<br />AT TOP & BOTTOM & STAGGERED--------------------------------------------------------------------------------20d @32" O/C
<br />AT ENDS & AT EACH SPLICE-----------------------------------------------------------------------------------------------------2-20d
<br />23. 2 BY PLANKS AT EACH BEARING-------------------------------------------------------------------------------------------------2-16d
<br />GENERAL NAILING NOTES
<br />A. GENERAL NOTES
<br />D. SHEAR WALL
<br />E. LUMBER / FRAMING
<br />11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING GRADES UNLESS
<br />NOTED OTHERWISE:
<br />PLYWOOD PANELS--------------------------STRUCTURAL I OR II, CDX EXT. GLUE CONFORMING TO PS-1-83
<br />PLATES, BLOCKING-------------------------------------------------------------------------------------------------CONST. -875fb
<br />BEAMS, STRINGERS (4x)-------------------------------------------------------------------------------------------------#1-1000fb
<br />POST & BEAMS (>4x)-------------------------------------------------------------------------------------SEL. STRUCT. -1600fb
<br />ROOF PLANKING & DECKING-------------------------------------------------------------------------------COM. DEX. -875fb
<br />JOISTS & PLANKING--------------------------------------------------------------------------------------------------------#2 -875fb
<br />RAFTERS ----------------------------------------------------------------------------------------------------------------------#2 -875fb
<br />BOARDS, SHEATHING & STRIPPING------------------------------------------------------------------------CONST. GRADE
<br />SILLS, PLATES, SLEEPERS, POSTS OR WOOD EMBEDDED
<br />IN CONCRETE SLAB WHICH IS IN CONTACT WITH EARTH ------ CONST. GRADE, PRESSURE TREATED
<br />MISC. NAILING STRIPS & BLOCK EMBEDDED IN CONCRETE
<br />OR MASONRY------------------------------GRADE SPECIFIED ABOVE, TANK DIPPED IN SALT PERSERVATIVE
<br />12. ALL BREAKS FOR VENTS, DUCTS, PLUMBING SHALL BE STRAPPED WITH 1 1/2 x 1/8 STEEL STRAPS
<br />WITH 4-16d NAILS EACH SIDE.
<br />13. HEADER SIZE NOT SHOWN SHALL BE PER UBC STANDARDS AND 4x4 MIN.
<br />14. PROVIDE HOLDDOWNS (FTA, HD, PA, VERT. MST, ETC.) W/ DBL OR 4x STUD WITH E.N.
<br />15. HANGER FOR 2x JST SHALL BE SIMPSON "U", FOR 4x OR 6x PURLIN SHALL BE SIMPSON "HUTF", U.N.O.
<br />16. DBL. JOIST SHALL BE NAILED TOGETHER WITH 16d @ 9" O.C., STAGGER, U.N.O.
<br />17. TIE ROOF RAFTERS AT RIDGE W/ ST 2115 @ 4'-0" 0/C.
<br />18. NOTCHING OF EXTERIOR AND BEARING / NONBEARING WALLS SHALL NOT EXCEED 25% / 40%
<br />RESPECTIVELY. BORED HOLES IN BEARING / NONBEARING WALLS SHALL NOT EXCEED 40% / 60%
<br />RESPECTIVELY.
<br />19. PLYWOOD ROOF PANELS SHALL BE BONDED WITH INTERMEDIATE OR EXTERIOR GLUE AND BE OF
<br />EXTERIOR TYPE WHERE EXPOSED TO THE WEATHER.
<br />20. DOUBLE JOISTS ARE REQUIRED UNDER PARALLEL BEARING PARTITIONS. U.N.O.
<br />21. THE REQUIRED CLEARANCE FOR WOOD MEMBERS ABOVE GRADE, IS 6" FOR MUDSILLS, 12" FOR
<br />GIRDERS, AND 18" FOR JOISTS.
<br />22. ROOF DIAPHRAGM SHALL BE 1/2" PLYWOOD, PANEL INDEX 24/0, NAIL 8d @ 6", 12". FLOOR DIAPHRAGM
<br />SHALL BE 5/8" PLYWOOD, PANEL INDEX 32/16, T&G, NAIL 10d @ 6", 10", U.N.O.
<br />23. LAY PLYWOOD PANEL STAGGERED W/ FACE GRAIN PERPENDICULAR TO SUPPORTS.
<br />24. ALL DOUBLE TOP PLATES ARE TO BE CONTINUOUS BY NAILING OR STRAPS. SPLICE @4'-0"MIN.
<br />W/12-6d NAILS EACH SIDE OF SPLICE WHERE INTERRUPTED, TIE TOP PLT'S W/ SIMPSON MST 37,
<br />U.N.O.
<br />25. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION.
<br />26. EACH SHEET OF PLYWOOD SHALL CONTAIN A MINIMUM OF (8) SQ. FT. AND SHALL EXTEND TO (3)
<br />BEARINGS MINIMUM WITH FACE-GRAIN PERPENDICULAR TO JOISTS.
<br />27. PROVIDE EDGE NAILING OVER ALL WALLS, LAMINATED BEAMS, STRUTS AND ALL AROUND OPENINGS.
<br />28. PROVIDE BOUNDARY NAILING AT PERIMETER OF BUILDING AND AT ALL CONTINUOUS PLYWOOD
<br />EDGES.
<br />29. PROVIDE FULL BEARING ON ALL BEAMS AND JOISTS HANGERS; IF EXCESSIVE SHRINKAGE OCCURS,
<br />PROVIDE HANDWARE SHIMS, WHICH SHALL BE SECURED TO JOISTS.
<br />B. CONCRETE
<br />F.STATEMENT OF SPECIAL INSPECTION
<br />NOTE:
<br />G.FOUNDATION DESIGN CRITERIA
<br />a) Importance Factor, i = 1
<br />b)Fa = 1.2 ; Fv = 1.83
<br />c)Ss=1.331, .02 sec response S1=0.473, 1.0 sec response
<br />d) Site Class = D
<br />e)Sds = 1.065 Sd1 = 0.576
<br />f) Seismic Design Category = D
<br />g) Basic Seismic Force Resisting System= Wood Shear Wall;
<br />h) Cd = 4.0
<br />i) R = 6.5
<br />j) Omega = 3.0
<br />k)hn' = 10.5'
<br />Ta = 0.117 sec
<br />n) Redundancy Factor = 1.3
<br />o)Cs = 0.1638
<br />p) Analysis Procedure Used = Per 2022 CBC, 2022 CRC
<br />ASCE 7-16.
<br />1.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS;AND
<br />HOLD-DOWNS SHALL BE TIGHTENED JUST PRIOR TO CONVERING THE WALL FRAMING. CONNECTOR
<br />BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE
<br />2306.5 OF THE CITY/COUNTY BUILDING CODE. (2306.5)
<br />2. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
<br />SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR
<br />BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
<br />3. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
<br />4.ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED. (11.1.2.2, '05 NDS)
<br />5. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
<br />6. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD
<br />SHALL BE PERPENDICULAR TO THE SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE
<br />BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7
<br />7. ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
<br />8.ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
<br />1.CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING
<br />SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE CITY INSPECTORS AND THE OWNER PRIOR TO
<br />THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC. 1706.1.
<br />2. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
<br />WELDING, CONCRETE STRENGTH F'C>2500PSI, ENGINEERED MASONRY, HIGH-LIFT GROUTING.
<br />3.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
<br />(2304.11.2.4)
<br />4.FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE CITY FOR (STRUCTURAL STEEL)
<br />(REINFORCING STEEL) (LIGHT GAUGE STEEL). CONTINUOUS INSPECTION BE A DEPUTY INSPECTOR
<br />IS REQUIRED.
<br />5.SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATOR'S SHOP.
<br />6.LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
<br />7. GLULAM BEAMS MUST BE FABRICATED IN A LICENSED SHOP. IDENTIFY GRADE SYMBOL AND
<br />LAMINATION SPECIES PER T 5-A, 2005 NDS SUPP.
<br />8. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SHANK PORTION
<br />9. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND
<br />10. A COPY OF THE RESEARCH REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE
<br />AVAILABLE AT THE JOB SITE.
<br />1.ALL CONCRETE SHALL CONFORM TO THE 2022 CALIFORNIA RESIDENTIAL CODE AND CBC.
<br />2. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS.
<br />3.ALL CEMENT SHALL CONFORM TO A.S.T.M. (C-150), TYPE I OR II
<br />4.FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. (C-33) FOR STANDARD WEIGHT
<br />CONCRETE AND A.S.T.M. (C-330) FOR LIGHT WEIGHT CONCRETE.
<br />5.ALL AGGREGATE SHALL BE COMPARABLE TO "SAN GABRIEL VALLEY" AGGREGATE. THE SHRINKAGE
<br />SHALL BE PER A.S.T.M. (C-157) WITH THE AVERAGE DRYING SHRINKAGE AT (28 DAYS) OF DRYING NOT
<br />EXCEEDING (0.04%)
<br />6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE
<br />PARTS SAND.
<br />7.ANCHOR BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING
<br />CEMENT.
<br />8.LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE APPROVED BY THE STRUCTURAL
<br />ENGINEER PRIOR TO POURING CONCRETE.
<br />9.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR (10 DAYS) OR BY AN APPROVED
<br />CURING COMPOUND.
<br />10. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR
<br />MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, ETC.
<br />11. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF EXPANSION JOINTS, SCORING, ETC. FOR
<br />CONCRETE WALKS AND SLABS.
<br />12. FOOTING AND GRADE BEAM SHALL BE F'c=2,500 PSI AT 28 DAYS.
<br />12. ALL CONCRETE STRUCTURES SHALL HAVE A MINIMUM COMPRESSION STRENGTH OF F'c = 3,000 PSI
<br />AT 28 DAYS, UNLESS NOTED OTHERWISE.
<br />13. PROVIDE INTERIOR SLAB CONTROL JOINTS AT MAXIMUM 20FT. O.C. EACH WAY.
<br />14. NO WOOD OR STEEL STAKES SHALL BE PERMITTED TO BE LEFT IN FOOTINGS.
<br />15. BOT. OF FTG. SHALL BE 18" MIN. FOR 1-STORY BLDG., 24" MIN. FOR 2-STORY BLDG., 24" MIN. FOR
<br />3-STORY BLDG. OR EXPANSIVE SOIL BELOW NATURAL GRADE, U.N.O.
<br />16. ALL PADS SHALL BE 14" THICK MIN. W/ #4 @ 12" E.W. AR BOT., U.N.O.
<br />1.ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, CONFORMING TO A.S.T.M.(A-615-40), U.N.O.
<br />2.USE LOW HYDROGEN ELECTRODES, GRADE (E-70), FOR WELDING REINFORCING BARS.
<br />3.REINFORCING BARS MARKED CONT. SHALL BE SPLICED WITH A MINIMUM LAP OF (40) BAR DIAMETERS IN
<br />MASONRY AND (36) DIAMETERS IN CONCRETE.
<br />4.ALL REINFORCING SHALL BE SECURELY TIED AND BRACED IN PLACE PRIOR TO POURING CONCRETE OR
<br />PLACING MASONRY.
<br />5.PROVIDE THE FOLLOWING MINIMUM PROTECTIVE COVERING OF CONCRETE OVER REINFORCING STEEL.
<br />BELOW GRADE (UNFORMED)----------------3" CLR. BELOW GRADE (FORMED)--------------------2" CLR.
<br />1.ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE "GRADING AND DRESSING
<br />RULES(#16) OF THE WEST COAST LUMBERMAN'S ASSOCIATION".
<br />2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR OR
<br />CONSTRUCTION GRADE REDWOOD.
<br />3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT(1/32" TO 1/16") LARGER THAN THE NORMAL BOLT
<br />DIAMETER. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, PLASTER,
<br />ETC.
<br />4.STRUCTURAL MEMBERS SHALL NOT BE CUT FIR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR
<br />DETAILED.
<br />5.2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS.
<br />6.CROSS-BRIDGING SHALL BE PROVIDED AT (8'-0" 0/C) MAX. FOR ALL FLOOR JOISTS OVER (4") IN DEPTH
<br />AND ALL ROOF JOISTS OVER (6") IN DEPTH. USE 2x3 OR SOLID BLOCKING OR AN APPROVED TYPE
<br />METAL BRIDGING.
<br />7.ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL I OR II (C-D) GRADE WITH EXTERIOR GLUE AND
<br />CONFORM TO (PS-1-83). EACH SHEET SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF
<br />THE "TECO, D.F.P.A. OR PITTSBURGH TESTING LABORATORY".
<br />8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT,
<br />UNLESS NOTED OTHERWISE.
<br />9.PROVIDE 1x6 DIAGONAL LET-IN BRACE AT APPROXIMATELY 45" EVERY (25'-0") IN ALL STUD WALLS NOT
<br />PLYWOOD SHEATHED. BRACING SHALL CONTINUE FROM TOP PLATES TO SILL PLATE OR USE
<br />SIMPSON CWB METAL WALL BRACES.
<br />10.ALL JOIST HANGERS SHALL BE "SIMPSON" OR AN APPROVED EQUAL.
<br />1. GENERAL: REFER TO CHAPTER 17 OF THE 2022 CBC FOR AMPLIFICATION OF, AND/OR EXCEPTIONS TO,
<br />THE FOLLOWING REQUIREMENTS (E.G., WELDING, ETC.). ALL SPECIAL INSPECTORS MUST SUBMIT
<br />FINAL REPORTS.
<br />2. INSPECTORS: ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT INSPECTION
<br />AGENCY. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE, AND ARE NOT A
<br />SUBSTITUTE FOR, INSPECTIONS BY AN INDEPENDENT INSPECTION AGENCY. ALL TESTING AND I
<br />INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. THE FINAL REPORT BY
<br />THE TESTING AND INSPECTION AGENCIES MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM
<br />COMPLIES WITH THE APPROVED PLANS AND SPECIFICATIONS. SUBMIT ALL TEST & INSPECTION
<br />REPORTS TO ENGINEER OF RECORD.
<br />3. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE TEST AND INSPECTION
<br />ARE PERFORMED. (T2306.4.1)
<br />A. WOOD NAILED 4" O.C. OR CLOSER
<br />B. EPOXY ANCHORS / ADHESIVE ANCHORS
<br />1. THERE IS NO SOIL'S REPORT PREPARED FOR THIS PROJECT. USE THE WORST
<br />CONDITION AS PRESCRIBED ON CBC 2022 - TABLE R401.4.1
<br />LOAD BEARING PRESSURE = 1,500 PSF
<br />1. NAILS SHALL BE DRIVEN PERPENDICULAR WHERE POSSIBLE INSTEAD OF TOE NAILS.
<br />2. PRE-DRILL FOR ALL NAILS 30d OR LARGER.
<br />3. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS OTHERWISE NOTED.SHEAR WALL SCHEDULE
<br />PANEL
<br />NAILINGTYPE
<br />DESCRIPTION
<br />OF SHEAR WALL
<br />MATERIAL
<br />15/32" PLYWD.
<br />STRUCTURAL 1
<br />PERIMETER FIELD
<br />10D @
<br />4"O.C.
<br />BLKG. TO PLATE
<br />CONNECTION
<br />REQUIREMENT
<br />A35 @16" O.C. OR
<br />LPT4 @16"O.C.
<br />PLATE TO
<br />BLKG.
<br />CONNECT.
<br />.
<br />SDS 1/4"x6
<br />@16" O.C.
<br />ANCHOR BOLTS
<br />SILL PLATE TO
<br />FOUND CONN.
<br />5/8"Ø @32"O.C.
<br />ANCHOR
<br />BOLTS
<br />EMB.
<br />ALLOWABLE
<br />SHEAR LOAD
<br />PLF
<br />280 PLF (4''-12'')
<br />185 PLF (6''-12'')
<br />S 10D @
<br />12"O.C.
<br />FIELD NAILING
<br />OVER 15" WIDE
<br />WALL OPEING
<br />SEE NOTE #4
<br />STUD FULL HT.
<br />EDGE NAIL THRU
<br />(2) 2X TOP PLATE
<br />.
<br />LESS THAN OR
<br /> EQUAL TO 7"
<br />.4'
<br />(N) FOOTING
<br />3X6 BOT. PLATE
<br />NOTES:
<br />1. NAILS SHALL BE 1/2" MIN. EDGE DISTANCE FROM EDGE OF PLYWOOD AND EDGE OF
<br />STUD. USE COMMON NAILS ONLY.
<br />2. USE 2X EDGE STUDS & BLK'G. WHERE NAIL SPACING IS LESS THAN 6" O.C. FOR 10d
<br />NAILS AND WHERE CALLED OUT IN PLANS AND DETAILS.USE 2X SILL PLATE AT SHEAR
<br />WALLS B,C,D AND E ONLY WHERE SILL PLATE RESTS ON CONCRETE.
<br />3. PROVIDE 3/4" NAIL EDGE DISTANCE AT 3X STUDS AND BLK'G.
<br />4. AT OPENING IN SHEAR PANEL OVER 15" WIDE,PROVIDE SOLID BLK'G AT HEAD AND SILL
<br />LEVEL,EACH SIDE OF OPENING STRAP WITH 1"X16 GA X 3 TIMES OPENING WIDTH GALV.
<br />METAL STRAP NAIL 8d @ 2" O.C.
<br />5. NAILING WITH MACHINE NAILS SHALL CONFORM TO THE WOOD GENERAL NOTES.
<br />6. ALL DEFECTIVE NAILS SHALL BE REMOVED AND REPLACED WITH SOUND NAILING
<br />7. PLYWOOD SHEATHING SHALL BE PER SHEARWALL SCHEDULE BELOW U.N.O. PROVIDE
<br />FRAMING MEMEBER OR BLOCKING AT ALL EDGES PER SCHEDULE. PROVIDE EDGE
<br />NAILING TO END STUD OR POST WHERE HOLDOWN OCCURS AND TO ALL OTHER POSTS
<br />IN SHEARWALLS.
<br />8. SILL PLATES SHALL BE PRESSURE TREATED D.F. AND CONFORM TO SILL PLATES
<br />DETAILS. PROVIDE MINIMUM OF 3 ANCHOR BOLTS IN ALL SHEAR WALLS.
<br />9. WHERE PLYWOOD IS ON TWO SIDES OF WALL,THE SPACINGS OF ANCHOR BOLT AND
<br />AS35 SHOULD BE REDUCED TO HALF THE SPACING SHOWN ON THE TABLE. STAGGER
<br />NAILING AND JOINTS.
<br />10. ALL SHEARWALLS NAILING,ANCHOR BOLT INSTALLATION,HOLDOWN INSTALLATION
<br />AND OTHER ELEMENTS OF SHEARWALL ASSEMBLY SHALL BE INSPECTED BY THE
<br />ENGINEER OF RECORD, A CERTIFICATE OF INSPECTION MUST BE SUBMITTED TO THE
<br />ENGINEER OF RECORD AND TO THE BUILDING DEPARTMENT.THE BUILDING OWNER
<br />SHALL BE RESPONSIBLE FOR THE THE INSPECTOR FOR PERFORMING THE
<br />STRUCTURAL OBSERVATION.
<br />11. PLYWOOD SHEARWALLS SHALL BE COVERED WIHT 2 LAYERS OF 15# FELT
<br />UNDERLAYMENT PRIOR TO PLACING FINISH MATERIALS.
<br />12. STAGGER NAILS IF NAIL SPACING IS LESS THAN 3" O/C
<br />13. ANCHOR BOLTS - DESIGN INCLUDES REDUCED EDGE DISTANCE. DEPUTY INSPECTOR
<br />IS REQUIRED.
<br />E.N. ALL POST
<br />W/N WALL TYPICAL
<br />E.N. PERIMETER OF EACH
<br />PLYWOOD SHEET SEE PLAN
<br />AND SCHED. FOR PLYWD
<br />SIZE AND NAIL SPACING
<br />STAGGER
<br />PYWOOD PANELS
<br />E.N. AT ALL OPENINGS
<br />SEE NOTE #4 FOR
<br />OPENING LARGER
<br />THAN 15"
<br />MAX. OPN'G. SIZE 16" SQ
<br />ONE OPN'G. PER 8" OF
<br />WALL WITHOUT SPECIAL
<br />APPROVAL FROM
<br />BLDG INSPECTOR
<br />EDGE STUDS
<br />& BLK'G
<br />SEE NOTE #2
<br />5/8" BOLT W/ WASHER
<br />3" X 3" X 3/8"
<br />SPACED @ 32" O.C.
<br />W/ SIMP. STRONG-TIE SET
<br />ADHESIVE, SET PAC
<br />16"
<br />MINIMUM
<br />E.N. ALL POST
<br />W/N WALL,TYPICAL
<br />9'' FOR CAST-IN-PLACE
<br />CONCRETE. 6'' WITH SIMP'S
<br />SET XP EPOXY POST
<br />INSTALLED ANCHORS
<br />ST
<br />R
<br />U
<br />C
<br />T
<br />U
<br />R
<br />A
<br />L
<br />
<br />N
<br />O
<br />T
<br />E
<br />S
<br />NOTE: THIS PLAN AND DETAILS ARE
<br />APPLICABLE TO BOTH ADU MIRROR
<br />IMAGE PER PLAN ALL SHEETS.
<br />NO. REVISIONS DATE
<br />CONSULTANT
<br />JOB NO:
<br />DATE:
<br />1ST REV:
<br />DRAWN:
<br />PLOTTED:
<br />SCALE: AS SHOWN
<br />PR
<br />O
<br />J
<br />E
<br />C
<br />T
<br />:
<br />OW
<br />N
<br />E
<br />R
<br />:
<br />AD
<br />D
<br />R
<br />E
<br />S
<br />S
<br />:
<br />T: 323.470.0181 E: kmassociatesince@outlook.com
<br />KM ASSOCIATES INC.
<br />16202 ORION AVE CHINO CA 91708
<br />PR
<br />O
<br />P
<br />O
<br />S
<br />E
<br />D
<br />
<br />G
<br />A
<br />R
<br />A
<br />G
<br />E
<br />
<br />C
<br />O
<br />N
<br />V
<br />E
<br />R
<br />S
<br />I
<br />O
<br />N
<br />
<br />T
<br />O
<br />
<br />A
<br />D
<br />U
<br />21
<br />2
<br />2
<br />
<br />N
<br />.
<br />
<br />L
<br />E
<br />W
<br />I
<br />S
<br />
<br />S
<br />T
<br />.
<br />
<br />A
<br />N
<br />D
<br />
<br />2
<br />1
<br />2
<br />2
<br />
<br />N
<br />.
<br />
<br />L
<br />E
<br />W
<br />I
<br />S
<br />
<br />S
<br />T
<br />.
<br />
<br />#
<br />2
<br />,
<br />SA
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />,
<br />
<br />
<br />C
<br />A
<br />
<br />9
<br />2
<br />7
<br />0
<br />6
<br />-
<br />2
<br />2
<br />3
<br />6
<br />SHEET TITLE
<br />SHEET NUMBER
<br />LI
<br />N
<br />H
<br />
<br />L
<br />E
<br />
<br />A
<br />N
<br />D
<br />
<br />D
<br />A
<br />V
<br />I
<br />D
<br />
<br />F
<br />R
<br />E
<br />U
<br />D
<br />E
<br />N
<br />B
<br />E
<br />R
<br />G
<br />E
<br />R
<br />3.0
<br />PROPOSED GARAGE CONVERSION TO ADU
<br />2122 N. LEWIS ST. AND 2122 N. LEWIS ST. #2,
<br />SANTA ANA, CA 92706 - 2236
<br />LINH LE AND
<br />DAVID FREUDENBERGER
<br />2122 N Lewis St & #2
<br />101118132-338/13/2024
|