|
<br />
<br />
<br />
<br />
<br />
<br />
<br />
<br />
<br />
<br />
<br />
<br />#6 AND LARGER
<br />#5 AND SMALLER
<br />A. POURED AGAINST EARTH
<br />B. POURED AGAINST FORM BELOW GRADE
<br />2''
<br />1 1/2''
<br />3''
<br />2''
<br />REINFORCING STEEL
<br />GLULAMS/MFR. WD. PROD.
<br />D. SLABS ON GRADE (FROM TOP OF SLAB)
<br />E. COLUMNS AND BEAMS TO MAIN BARS
<br />F. WALLS - EXPOSED TO WEATHER NOT
<br />EXPOSED TO WEATHER, #11 AND SMALLER
<br />CONCRETE
<br />STRUCTURAL STEEL
<br />GENERAL NOTES
<br />C. FORMED SLABS
<br />LUMBER/CARPENTRY
<br />1 1/2''
<br />#14 AND #18 1 1/2"
<br />1''
<br />1''FOUNDATION/SITEWORK
<br />4X16 #1: Fb= 1000 PSI
<br />SINGLE/REPETITIVE
<br />6
<br />2X6 #2: Fb= 1170/1345 PSI
<br />2X8 #2: Fb= 1080/1242 PSI
<br />2X10 #2: Fb= 990/1138 PSI
<br />2X12 #2: Fb= 900/1150 PSI
<br />2X14 #2: Fb= 810/ 931 PSI
<br />4X6 #2: Fb= 1170 PSI
<br />4X8 #2: Fb= 1170 PSI
<br />4X10 #2: Fb= 1080 PSI
<br />4X14 #1: Fb= 1000 PSI
<br />6X12 #1: Fb= 1350 PSI
<br />4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7x10
<br />2X4 #2: Fb= 1350/1552 PSI ; Fv=180 psi E=1.6x10
<br />4X4 #2: Fb= 1350 PSI
<br />2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH:
<br />CONC.
<br />2''
<br />2''
<br />3/4"
<br />MASONRY
<br />2''
<br />1 1/2''
<br />1 1/2''
<br />1 1/2"
<br />2''
<br />1''
<br />1''
<br />3/4"
<br />1 1/2"
<br />6X10 #1: Fb= 1350 PSI ; Fv=170 psi, E=1.6x10
<br />LUMBER/CARPENTRY (cont.)
<br />DESIGN LOADS:
<br />SHEET INDEX:
<br />S.0 STRUCTURAL GENERAL NOTES
<br />S.1 FOUNDATION PLAN
<br />S.2 ROOF FRAMING PLAN
<br />SD1 FOUNDATION DETAILS
<br />SD2 STRUCTURAL DETAILS
<br />NAILING SCHEDULE
<br />SEISMIC DESIGN DATA
<br />IMPORTANCE FACTOR 1.0
<br />SITE CLASS D
<br />SS 1.313
<br />S1 0.468
<br />SDS 1.05
<br />SD1 NULL
<br />SDC D
<br />LATERAL FORCE RESISTING SYSTEM 15
<br />BASE SHEAR
<br />CS 0.146
<br />R 6.5
<br />W 2.50
<br />PROCEDURE USED ELF
<br />REDUNDANCY FACTOR 1.3
<br />WIND DESIGN
<br />PROCEDURE USED MWFRS
<br />BASIC WIND SPEED 95 MPH
<br />RISK CATEGORY II
<br />WIND EXPOSURE C
<br />SOIL
<br />SOIL REPORT PREPARED BY
<br />PROJECT NUMBER
<br />DATE
<br />SOIL BEARING PRESSURE 1500 PSF
<br />VERTICAL
<br />11 PSF
<br />ROOF RAFTER LL =
<br />ROOF RAFTER DL =
<br />20 PSF
<br />15 PSF
<br />INT. WALL DL = 10 PSF
<br />EXT. WALL DL =
<br />( CBC 2022 )
<br />CEILING JOIST LL =
<br />CEILING JOIST DL = 4 PSF
<br />10 PSF
<br />TYPICAL FLOOR/ROOF DECK/DECK SHEATHING
<br />TYPICAL SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING
<br />HORIZONTAL DIAPHRAGM:
<br />6
<br />6
<br />12.ALL NAILING TO BE PER TABLE NUMBER 2304.9.1 OF THE LATEST
<br />CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE.
<br />13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS
<br />OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO
<br />SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD
<br />PANELS A MINIMUM OF 4'-0".
<br />14.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE
<br />ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498.
<br />15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR
<br />ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND
<br />HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR.
<br />16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE
<br />SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH
<br />AND AT LEAST 1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION:
<br />POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE
<br />TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON
<br />CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A
<br />MINIMUM OF 8" ABOVE ADJACENT GRADE PER CBC (LATEST EDITION).
<br />ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED
<br />DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU',
<br />U.N.O.
<br />17.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS
<br />UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft
<br />IN WIDTH.
<br />18.PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL
<br />INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING
<br />ABOVE.
<br />19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE
<br />BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF
<br />TRUSS OR 2X RAFTER OR DOUBLE 2x TOP PLATE, U.N.O.
<br />20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL
<br />COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS
<br />BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE
<br />USED AT EXTERIOR HORIZONTAL JOINTS.
<br />21.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL
<br />DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES.
<br />FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF
<br />FIREBLOCKS SHALL INCLUDE:
<br />A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS.
<br />B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS
<br />C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND
<br />BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS.
<br />22.FASTENING OF MULTIPLE MEMBERS:
<br />DOUBLE & TRIPLE JOISTS;
<br />16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES).
<br />FOUR OR MORE JOISTS;
<br />1/2" DIA. M.B's AT 18" O.C STAGGERED.
<br />4X OR LARGER BEAMS;
<br />1/2" DIA. M.B's AT 12" O.C STAGGERED.
<br />23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP
<br />LABELS AND FREE OF HEART CENTER (FOHC).
<br />24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O.
<br />AND SIMPSON "IUS" FOR I-JOISTS, U.N.O.
<br />25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH
<br />DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE.
<br />26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS,
<br />U.N.O.
<br />27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP.
<br />28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS,
<br />SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF
<br />PLYWOOD.
<br />29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH
<br />SHEAR WALLS.
<br />30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS
<br />THAN 4 in. O.C., U.N.O.
<br />31.DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN.
<br />(12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN.
<br />SDPWS-2015/CBC 2022
<br />MATERIAL 8 FRM'G
<br />SIZE EDGE
<br />NAILING 1,4
<br />FIELD
<br />16D
<br />SILL
<br />LAG5
<br />TRANSFER
<br />--
<br />A.B.'S
<br />9
<br />5/8"VALUE
<br />B 3/8" APA
<br />SHEARWALL SCHEDULE
<br />SINKER
<br />WINDSEISMIC
<br />CONFORMING TO ANSI/AF&PA
<br />FRAMING
<br />CLIP
<br />LTP4/A35
<br />3/8" APA 8d 6"12"4"12"--42"220 plf--307 plf24"
<br />SILL
<br />PLATE
<br />2X4
<br />MIN.
<br />FOOTNOTES:
<br />1.ALL NAILS TO BE COMMON NAILS.
<br />2.SIMPSON LPT4 FRAMING ANCHOR MAY BE SUBSTITUTED AT FLAT CONDITIONS.
<br />3.ALL STUDS, SILL PLATES AND BLOCKING TO BE 3X FRAMING.
<br />4.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS.
<br />5.SIMPSON STRONG TIE 1/4" SDS X 6" LONG LAG SCREWS.
<br />6.PLYWOOD APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND
<br />NAILS ON EACH SIDE SHALL BE STAGGERED.
<br />7.3X @ PANEL JOINTS; 2X FRMG AT TOP PLATES MAY BE USED PROVIDED FULL NAILING
<br />WIDTH IS AVAILABLE TO ONE PIECE OF SHT'G; STAGGER NAILS 1/2" & SHT'G. ONE SIDE
<br />ONLY.
<br />8.SHEETS SHALL NOT BE LESS THAN 4FT BY 8FT, EXCEPT AT BOUNDARIES AND CHANGES
<br />WHERE SHEET SHALL BE 24" MINIMUM.
<br />9.SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS.
<br />5 8" A.B. - 3" X 3" X 0.229"
<br />3 4" A.B. - 3" X 3" X 0.229"
<br />10.USE 4-1/2" SQ. X .229" AT 2X6 WALLS.
<br />11.3X MUDSILL PLATES
<br />3X MIN.
<br />STAGG'D
<br />2X4 BLK. W/
<br />16d @ 4" OC
<br />SOLID RIM
<br />OR BLK'G
<br />SOLE PLATE CONNECTION TO FRAMING BELOW (1)
<br />STD.
<br />3XDESCRIPTION
<br />A
<br />RATED
<br />RATED 8d 4"12"3"12"--36"320 plf--447 plf16"2X4
<br />CAP.
<br />VALUE
<br />CAP.
<br />C 3/8" APA
<br />RATED 8d 3"12"3"8"--24"410 plfYES 575 plf12"2X4
<br />7
<br />STAGG.
<br />D 3/8" APA
<br />RATED 8d 2"12"2"6"--16"530 plfYES 742 plf10"2X4
<br />7
<br />STAGG.
<br />E 15/32" APA
<br />RATED 10d 2"12"4"--12"770 plfYES 770 plf10"2X4
<br />7 --
<br />F 15/32"
<br />STRUC. 1 10d 2"12"4"--12"870 plfYES 870 plf8"2X47--
<br />WD. PANEL
<br />SPECIAL INSPECTION
<br />B. HIGH-STRENGTH AND ANCHOR BOLTS
<br />C. STEEL MOMENT FRAME CONNECTIONS
<br />A. FIELD WELDING
<br />D. EPOXY ANCHORS
<br />(Continuous)
<br />(Continuous)
<br />E. STRUCTURAL MASONRY (AS NOTED)
<br />(Continuous)
<br />(Continuous)
<br />(Sect. 1704.5.1.3)
<br />F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic)
<br />G. CONCRETE (OVER 2500 psi)(Continuous)
<br />H. POST-TENSION (WHEN OCCURS)(Continuous)
<br />I. CAST-IN-PLACE CAISSONS (Continuous)
<br />J. SOILS COMPLIANCE (Per Soils Report)
<br />EXPOSURE
<br />REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS
<br />(ACI 318-19, Table 19.3.2.1)
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />ADDITIONAL REQUIREMENTS
<br />AIR CONTENT LIMITS ON CEMENT. MAT'L.
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />CEMENTITIOUS MATERIAL TYPE
<br />ASTM C150
<br />S0 N/A 2,500
<br />S1 0.50 4,000
<br />S2 0.45 4,500
<br />S3
<br />0.45 4,500
<br />ASTM C595 ASTM C1157
<br />CALCIUM
<br />CHLORIDE
<br />------------
<br />II
<br />V
<br />V+POZZOLAN
<br />or SLAG
<br />TYPE WITH (MS)
<br />DESIGNATION
<br />TYPE WITH (HS)
<br />DESIGNATION
<br />TYPES WITH (HS)
<br />DESIGNATION + POZ
<br />MS
<br />HS
<br />HS+POZZOLAN
<br />or SLAG
<br />---
<br />NOT
<br />PERMITTED
<br />NOT
<br />PERMITTED
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />W0 N/A 2,500
<br />W1 N/A 2,500
<br />NONE
<br />26.4.2.2(d)
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />MAX. CHLORIDE ION CONTENT % BY WT.
<br />REINFORCED CONC.
<br />C0 N/A 2,500
<br />C1 N/A 2,500
<br />C2 0.40 5,000
<br />RELATED
<br />PROVISIONS
<br />1.00 NONE
<br />0.30
<br />0.15
<br />---
<br />CONCRETE
<br />COVER
<br />PRESTRESSED CONC.
<br />0.06
<br />0.06
<br />0.06
<br />ADDITIONAL REQUIREMENTS
<br />1,2
<br />4
<br />5,6
<br />6
<br />7
<br />7 5
<br />9,10
<br />1,2
<br />1,2
<br />1,2
<br />FREEZING/THAWING
<br />SULFATE
<br />IN CONTACT WITH WATER
<br />CORROSION PROTECTION OF REINFORCEMENT
<br />NOTES:
<br />1.THE w/cm IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUS MAT. IN THE
<br />CONCRETE MIXTURE.
<br />2.THE MAXIMUM w/cm LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE.
<br />3.FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM F'c SHALL BE 4,500 PSI.
<br />4.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MAT. TO THOSE LISTED ARE PERMITTED FOR ALL
<br />SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA
<br />IN 26.4.2.2(c).
<br />5.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE
<br />(C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40.
<br />6.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE
<br />CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR
<br />LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2.
<br />7.THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE
<br />AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE
<br />RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT
<br />OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE
<br />AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(c).
<br />8.IF TYPE V CEMENT IS USED AS THE SOLE CEMENTITIOUS MAT., THE OPTIONAL SULFATE RESISTANCE
<br />REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTM C150 SHALL BE SPECIFIED.
<br />9.THE MASS OF SUPPLEMENTARY CEMENTITIOUS MAT. USED IN DETERMINING THE CHLORIDE CONTENT
<br />SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT.
<br />10.CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ATRE IN 26.4.2.2.
<br />11.CONCRETE COVER SHALL BE IN ACCORDANCE WITH 20.5.
<br />3 3
<br />W2 0.50 4,000 26.4.2.2(d)
<br />OR SLAG
<br />OPT.
<br />1
<br />0.40 5,000OPT.
<br />2 V 8 TYPE WITH (HS)
<br />DESIGNATION HS
<br />NOT
<br />PERMITTED
<br />11
<br />FLAT BLOCKING TO TRUSS AND WEB FILLER, FACE NAIL 16d COMMON @ 6" O.C.
<br />2. CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d
<br />3. CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d
<br />4. CEILING JOIST ATTACHED TO PARALLEL RAFTER, FACE NAIL TABLE 2308.7.3.1
<br />5. COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 3-10d
<br />6. RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d
<br />7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d
<br />RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d
<br />8. STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C.
<br />16d BOX @ 16" O.C.
<br />9. STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C.
<br />16d BOX @ 12" O.C.
<br />10. BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C.
<br />16d BOX @ 12" O.C.
<br />4-8d
<br />12. TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C.
<br />10d BOX @ 12" O.C.
<br />13. DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 8-16d
<br />14. BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C.
<br />16d BOX @ 12" O.C.
<br />15. BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d
<br />16. TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d
<br />TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d
<br />17. TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d
<br />18. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d
<br />19. 1X6 SHEATHING TO BEARING, FACE NAIL 2-8d
<br />20. 1X8 SHEATHING TO BEARING, FACE NAIL 3-8d
<br />21. JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d
<br />22. RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C.
<br />8d BOX @ 4" O.C.
<br />23. 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d
<br />24. 2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d
<br />25. 2" PLANKS 2-16d AT EACH BEARING
<br />26. BAND/RIM JOIST TO JOIST, END NAIL 3-16d
<br />27. BUILT-UP GIRDERS AND BEAMS FACE NAIL 20d COMMON @ 32" O.C.
<br />28. LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d
<br />29. BRIDGING TO JOIST, TOE NAIL 2-8d
<br />11. CONTINUOUS HEADER TO STUD, TOE NAIL
<br />(CBC 2022 TABLE 2304.10.2)
<br />BLOCKING BETWEEN RAFTER/TRUSS NOT AT T.P., EA. END, TOENAIL 2-8d
<br />1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d
<br />2-20d AT ENDS & SPLICE
<br />1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL
<br />VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING
<br />STARTING ANY WORK. THE ENGINEER ( DONG ENG. ) SHALL BE NOTIFIED
<br />OF ANY AND ALL DISCREPANCIES.
<br />2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON
<br />DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM
<br />REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN
<br />OTHERWISE.
<br />3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
<br />GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE
<br />SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON
<br />PROJECT.
<br />4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE
<br />2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY
<br />OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY
<br />PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION
<br />OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN
<br />THESE NOTES AND SPECIFICATIONS.
<br />5.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO
<br />DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN
<br />WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO
<br />THE ENGINEER (DONG ENG.) FOR INTERPRETATION OR CLARIFICATION.
<br />6.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR
<br />PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON
<br />STRUCTURAL DRAWINGS.
<br />7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN
<br />CONSIDERED BY ENGINEER.
<br />8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING,
<br />TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE
<br />CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER
<br />(DONG ENG.). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF
<br />THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS,
<br />ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL
<br />PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO
<br />THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL
<br />OBSERVATION JOB SITE VISITS BY THE ENGINEER SHALL NOT INCLUDE
<br />INSPECTION OF THE ABOVE ITEMS.
<br />9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND
<br />EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED
<br />STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC.
<br />IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER (DONG ENG.)
<br />AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
<br />10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON
<br />FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE
<br />LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR
<br />BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
<br />11.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL
<br />SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN
<br />CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE
<br />OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET"
<br />DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET"
<br />ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS
<br />AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH.
<br />12.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A
<br />POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY
<br />POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND
<br />MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF
<br />LOAD MAY BE USED.
<br />13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR
<br />CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN
<br />MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE
<br />PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY
<br />FROM THE ACTUAL CONSTRUCTION.
<br />14.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS
<br />RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A
<br />NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY
<br />THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE.
<br />15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL
<br />NOTES AND THE STRUCTURAL GENERAL NOTES (SHT S.0), THE MORE
<br />STRINGENT REQUIREMENT SHALL GOVERN.
<br />1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND
<br />SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5
<br />BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2
<br />SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND
<br />LARGER TO BE ASTM A-615 GRADE 60
<br />2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
<br />3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR
<br />OTHER MATERIALS LIKELY TO IMPAIR BOND.
<br />4.ALL BENDS SHALL BE MADE COLD.
<br />5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0"
<br />MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND
<br />CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY
<br />REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND
<br />48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O.
<br />6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED
<br />BEFORE POURING CONCRETE.
<br />7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST
<br />EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW:
<br />1.SPECIAL INSPECTION IS REQUIRED PER CBC SECTION
<br />109, 1704 & 1705 FOR THE FOLLOWING CONDITIONS:
<br />1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE
<br />CALIFORNIA CRC CODE.
<br />2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF
<br />ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS.
<br />3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE
<br />CEMENT TYPE ................................................ TYPE II
<br />4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR
<br />STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT
<br />CONCRETE.
<br />5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER
<br />ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS,
<br />U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM
<br />C-94.
<br />6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT
<br />MORE THAN THREE PARTS SAND.
<br />7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE
<br />SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE.
<br />8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR
<br />10-DAYS OR BY AN APPROVED CURING COMPOUND.
<br />9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING
<br />DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND
<br />FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC.
<br />10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS,
<br />A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS.
<br />11.ALL STRUCTURAL CONCRETE ...............................F'c = 3,000 PSI
<br />ALL SLAB-ON-GRADE ............................................... F'c = 3,000 PSI
<br />ALL CONTINUOUS FOOTINGS AND PADS ............. F'c = 3,000 PSI
<br />ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH
<br />28 - DAYS (MIN. W/C RATIO=0.5).
<br />12.ALL CONCRETE WITH F'c GREATER THAN 3,000 PSI SHALL HAVE SPECIAL
<br />INSPECTION PER SECTION 1704 & 1707 OF THE CALIFORNIA BUILDING CODE
<br />(CBC 2022) UNLESS NOTED OTHERWISE.
<br />F0 N/A 2,500 N/A N/A
<br />F1 0.55 3,500 ACI 318-19 TABLE 19.3.3.3 N/A
<br />F2 0.45 4,500 ACI 318-19 TABLE 19.3.3.3 N/A
<br />F3 0.40 5,000 ACI 318-19 TABLE 19.3.3.3 ACI 318-19 TABLE 26.4.2.2(b)
<br />1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE
<br />FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20.
<br />2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE
<br />TREATED DOUGLAS FIR (PTDF), U.N.O
<br />3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER
<br />THAN THE NOMINAL BOLT DIAMETER.
<br />4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH
<br />MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.)
<br />5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS
<br />SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT
<br />SHOWN.
<br />6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR
<br />RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.)
<br />7.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X
<br />FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10"
<br />DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING.
<br />8.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR
<br />OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND
<br />CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY
<br />GRADE MARK OF D.F.P.A OR A.P.A.
<br />9.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS
<br />UNDER HEAD AND NUT UNLESS NOTED OTHERWISE.
<br />10.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE
<br />FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR
<br />PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER (DONG ENG.).
<br />11.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19%
<br />MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.:
<br />2X4 STUDS (UP TO 10')..................... "STANDARD" OR BETTER
<br />2X4 STUDS (OVER 10')......................NO.2 OR BETTER
<br />2X PLATES & 3X PLATES.................. "CONSTRUCTION GRADE" OR BETTER
<br />2X6 STUDS......................................... NO.2
<br />2X JOIST............................................. NO.2
<br />BEAMS AND STRINGERS
<br />4X10 AND SMALLER.......................... NO.2
<br />4X12 AND LARGER........................... NO.1
<br />6X AND 8X........................................... NO.1
<br />4x POST/TIMBERS AND LARGER .... NO.1
<br />ROOF PLANKING AND DECKING...... COM.DEX.
<br />BOARD SHTG. AND STRIPPING........ SUITABLE FOR INTENDED USE.
<br />32.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST.
<br />33.PROVIDE SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND
<br />AT SHEAR WALLS.
<br />34.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF
<br />HEART CENTER (FOHC).
<br />35.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/ OR BC's
<br />MINIMUM, UNLESS NOTED OTHERWISE.
<br />36.ALL SIMPSON HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO
<br />4x4 POST MIN., U.N.O.
<br />37. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED
<br />WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS PER
<br />PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA.
<br />FROM EACH END AND/OR SPLICE OF THE PIECE.
<br />38.ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED
<br />SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O.
<br />PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES.
<br />39.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE
<br />CONSTRUCTED PER CRC.
<br />40.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR
<br />AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( DONG ENG. )
<br />REVIEW.
<br />41.PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO
<br />FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING.
<br />42.PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS
<br />SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT
<br />CONCRETE IS USED AT THE FLOOR.
<br />43.WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O.
<br />44.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES.
<br />BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE
<br />INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND
<br />RECOMMENDATIONS.
<br />45.ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1)
<br />2X4 KING STUD AT EACH END, U.N.O.
<br />46.AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK
<br />(16 1 GA.) AND 1 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS
<br />THAN (6) 2 16d NAILS.
<br />47.PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS.
<br />48.SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O.
<br />49.STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O.
<br />50.A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED
<br />AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT
<br />OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO
<br />EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT.
<br />51.FASTENERS IN CONTACT WITH PRESSURE TREATED OR PRESERVATIVE
<br />TREATED LUMBER SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,
<br />STAINLESS STEEL, SILICON BRONZE OR COPPER. EXCEPTION: PLAIN CARBON
<br />STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED
<br />WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED.
<br />1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE
<br />SUPERVISION OF THE SOIL ENGINEER.
<br />2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS
<br />REQUIRED.
<br />3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD.
<br />4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM
<br />BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO
<br />STREET.
<br />5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND
<br />DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM
<br />OUTSIDE CORNER OF ANY FOOTING.
<br />6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY
<br />OF ENGINEER ( DONG ENG. ). THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/SD1 OR
<br />THE POST-TENSION DETAILS REFLECT THE GENERAL RECOMMENDATIONS OF THE SOILS
<br />ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO
<br />REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND
<br />CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE
<br />REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. THE SUBGRADE
<br />MOISTURE/VAPOR RETARADER SHALL MEET THE CONFORMANCE OF ASTM E1745 CLASS A or
<br />B MATERIAL.
<br />7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE
<br />PRIOR TO FOUNDATION INSPECTION.
<br />8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE
<br />FLOOR BY ELECTRIC SERVICE METERS.
<br />9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR
<br />EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED.
<br />10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O.
<br />11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN
<br />OCCURS).
<br />12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS
<br />ENGINEER'S RECOMMENDATIONS, U.N.O..
<br />1.THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON
<br />ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR
<br />SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL
<br />NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE
<br />OF STEEL CONSTRUCTION (AISC) AND ANY OTHER INDUSTRY STANDARDS. ALL METAL
<br />FABRICATION DESIGNS ARE TO BE SUBMITTED TO, AND APPROVED BY, THE LOCAL BUILDING
<br />INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL
<br />DETAILS, DIMENSIONS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE
<br />DESIGN IS TO BE VERIFIED WITH ALL AFFECTED FIELD CONDITIONS. SUBCONTRACTORS AND
<br />THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS.
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH
<br />"SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
<br />BUILDINGS", AISC, CURRENT EDITION. STEEL SHALL CONFORM TO ASTM A-992, U.N.O.
<br />2.ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC
<br />SHIELDING PROCESS AND CONFORMING TO AWS D1.1 SPECIFICATIONS, E70XX ELECTRODE.
<br />3.ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR
<br />AND SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER ( DONG ENG. ), ARCHITECT,
<br />GENERAL CONTRACTOR AND OWNER FOR APPROVAL PRIOR TO FABRICATION. AN
<br />PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND
<br />CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD VERIFY ALL
<br />DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT.
<br />4.ALL FIELD WELDING (EXCEPT MINOR AND TACK WELDING) SHALL BE CONTINUOUSLY
<br />INSPECTED BY AN APPROVED WELDING INSPECTOR. WELDING AT BRACED & MOMENT
<br />FRAMES SHALL HAVE WELDING FILLER METAL WITH CHARPY V-NOTCH (CVN) TOUGHNESS OF
<br />20 ft-lb AT 70 deg (E70T-4 IS PROHIBITED).
<br />5.USE 3/4" ROUND MACHINE BOLTS, 13/16" ROUND HOLES, FOR ALL CONNECTIONS, UNLESS
<br />OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS,
<br />EXCEPT WHERE SPECIFICALLY NOTED AS "HIGH STRENGTH" BOLTS WHICH SHALL CONFORM
<br />TO ASTM A-325 OR ASTM A-490. HI-TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE
<br />SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE.
<br />HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER CBC SECTIONS 1704 AND 1707.
<br />6.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.
<br />7.PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S).
<br />8.TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B.
<br />9.WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL, PROVIDE 1/2"x3" NELSON STUDS AT
<br />3'-0" O/C FOR ATTACHMENT OF NAILERS, U.N.O. SEE ARCHITECTURAL DRAWINGS FOR
<br />FINISHES.
<br />10.NONDESTRUCTIVE TESTING PER 2019 CBC SECTION 1703 ON STEEL MOMENT CONNECTION
<br />BETWEEN STEEL BEAM AND STEEL COLUMN, ALL FULL PENETRATION GROOVE WELDS
<br />CONTAINED IN JOINTS AND SPLICES SHALL BE TESTED 100 PERCENT EITHER BY
<br />ULTRASONIC TESTING OR BY RADIOGRAPHY.
<br />23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN RATING OF 24" O.C.
<br />REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 10d COMMON
<br />NAILS AT 6" O.C. EDGES & BOUNDARIES, 12" O.C. FIELD.
<br />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
<br />ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
<br />AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
<br />USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK
<br />DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S. AND 12" O.C.
<br />F.S.
<br />15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16. REFER TO
<br />NER 108 FOR INSTALLATION AND CONDITIONS OF USE WITH 8d COMMON NAILS AT 6"
<br />O.C. EDGES & BOUNDARIES, 12" O.C. FIELD..
<br />NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
<br />FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
<br />1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR
<br />LARCH (DF)LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.).
<br />2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI
<br />3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A
<br />MOISTURECONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE.
<br />4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE
<br />PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL
<br />BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING
<br />CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS.
<br />5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF
<br />INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS.
<br />A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING
<br />DEPARTMENT PRIOR TO INSTALLATION.
<br />6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A
<br />RADIUS = 3500, UNLESS NOTED OTHERWISE.
<br />7.PARALLAM PSL 2.0E BY I-LEVEL PER ESR-1387 & LARR-25202
<br />f b = 2900 PSI; fv = 290 PSI; E = 2.0x106 PSI
<br />TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202
<br />f b = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI
<br />MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202
<br />f b = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI
<br />8.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING
<br />BY ENGINEER
<br />(DONG ENGINEERING) PRIOR TO INSTALLATION.
<br />9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST)
<br />(OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL.
<br />10.I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538
<br />LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176
<br />BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999
<br />ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439
<br />11.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE
<br />NAILING (SPN)
<br />IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE.
<br />12.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES
<br />THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED.
<br />NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.)
<br />2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN
<br />RESTRICTIVE NOTICE
<br />DATE REVISIONS
<br />SHEET DESCRIPTION
<br />PROJECT OWNER
<br />PROJECT ADDRESS
<br />STAMP
<br />NO:
<br />REVISIONS
<br />THESE DESIGNS, DRAWINGS, AND
<br />SPECIFICATIONS ARE THE EXCLUSIVE
<br />PROPERTY OF DONG ENGINEERING.
<br />THESE DRAWINGS CANNOT BE COPIED,
<br />TRANSFERRED, OR REPRODUCED NOR
<br />CAN ANY OTHER STRUCTURES BE BUILT
<br />FROM THEM WITHOUT WRITTEN CONSENT.
<br />SHEET
<br />DE#:
<br />TEL- 714-617-5979
<br />GARDEN GROVE, CA 92841
<br />7661 GARDEN GROVE BLVD.,
<br />DONG ENGINEERING, INC.
<br />INFO@DONGENGINEERING.COM
<br />230520
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<br />0
<br />2
<br />
<br />N
<br />.
<br />W
<br />R
<br />I
<br />G
<br />H
<br />T
<br />
<br />S
<br />T
<br />,
<br /> S
<br />A
<br />N
<br />T
<br />A
<br />
<br />A
<br />N
<br />A
<br />
<br />C
<br />A
<br />
<br />9
<br />2
<br />7
<br />0
<br />5
<br />04/09/2024 PLAN CHECK1.
<br />S.0
<br />GENERAL NOTES
<br />2102 N Wright St & #2 -
<br />101117955-566/13/2024
|