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CITY OF SANTA ANA
<br />9111111
<br />GENERAL REQUIREMENTS STRUCTURAL WOOD 49kJA01nUIL9G ncy
<br />STRUCTURAL STEEL FOUNDATION
<br />1. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES, SHEAR WALL SCHEDULE: 1. THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C. THE CONTRACTOR
<br />DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING 1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318, SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY
<br />AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS AND
<br />DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
<br />REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL
<br />DRAWINGS AND NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY
<br />DISCREPANCIES PRIOR TO STARTING WORK.
<br />2. EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN
<br />THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS
<br />SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE, LATEST
<br />ADDITION, AS WELL AS ALL APPLICABLE STATE AND LOCAL ORDINANCES AS
<br />ADOPTED BY THE CONTROLLING JURISDICTION.
<br />3. THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
<br />INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE
<br />DRAWINGS IS STRUCTURALLY SOUND ONLY IN THE COMPLETED FORM. GENERAL
<br />CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH
<br />MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
<br />CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
<br />4. TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS.
<br />ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE
<br />BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR
<br />TYPE
<br />SHEAR
<br />PANEL
<br />SILL PLATE
<br />FRAMING CLIP
<br />NAILING
<br />A35's,LS50's
<br />16D SINKER
<br />OR LTP4's.
<br />260 PLF
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />6" O.C., OR
<br />16" O.C.
<br />WITH 8d COMMON NAILS AT 6" O.C. EDGES
<br />A35 @ 24" O.C.
<br />AND 12" O.C. FIELD
<br />�2
<br />380 PLF
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />4" O.C., OR
<br />12" O.C.
<br />WITH 8d COMMON NAILS AT 4" O.C. EDGES
<br />A35 @ 16" O.C.
<br />AND 12" O.C. FIELD
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />3" O.C., OR
<br />8" O.C.
<br />�3
<br />490 PLF
<br />WITH 8d COMMON NAILS AT 3" O.C. EDGES
<br />A35 @ 12" O.C.
<br />AND 12" O.C. FIELD
<br />3/8" APA STRUCT. RATED PLYWOOD(or OSB)
<br />2" O.C., OR
<br />6" O.C.
<br />4
<br />640 PLF
<br />WITH 8d COMMON NAILS AT 2" O.C. EDGES
<br />A35 @ 10" O.C.
<br />AND 12" O.C. FIELD
<br />15/32" APA STRUCT I. RATED PLYWOOD
<br />(2)3" O.C., OR
<br />5" O.C.
<br />�5
<br />800 PLF
<br />WITH 10d COMMON NAILS AT 2" O.C. EDGES
<br />A35 @ 6" O.C.
<br />AND 12" O.C. FIELD
<br />AND CRSI'S MANUAL OF STANDARD PRACTICE.
<br />ON THE JOB SITE AT ALL TIMES.
<br />2. REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE
<br />2. THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN
<br />STEEL) AND SHALL BE GRADE 60 DEFORMED BARS TYP. U.N.O. REINFORCING IN
<br />CRITERIA MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
<br />SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE
<br />3. ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL
<br />PLANS.
<br />SOILS OR APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING
<br />3. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL
<br />INSPECTOR WITH COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF
<br />BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF
<br />COMPACTED FILL FROM A SOIL GEOLOGIST FOR ANY REQUIRED FILL.
<br />EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2
<br />4. ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
<br />INCHES.
<br />DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
<br />4. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO
<br />5. ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL
<br />THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
<br />BE INSPECTED AND APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO,
<br />CONDITION COVER
<br />AND AFTER PLACEMENT OF REINFORCEMENT. THE CONTRACTOR SHALL BE
<br />A. CAST AGAINST AND PERMANENTLY EXPOSED
<br />RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
<br />TO EARTH 3"
<br />SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
<br />B. EXPOSED TO EARTH OR WEATHER
<br />6. THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION
<br />(INCLUDING SLABS ON GRADE)
<br />OF EXISTING UTILITIES AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL
<br />FROM THE ARCHITECT.
<br /># AND LARGER 2"
<br />7. ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION.
<br />#5 AND SMALLER 1 1/2"
<br />DESIGN FOR THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE
<br />C. NOT EXPOSED TO WEATHER OR
<br />REQUIREMENTS OF THE SOILS REPORT.BACK FILL AGAINST WALLS SHALL BE PLACED
<br />IN CONTACT WITH SOIL:
<br />EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED.
<br />1. STRUCTURAL SLABS, WALLS w/
<br />8. FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
<br />CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO
<br />411 BARS AND SMALLER 3/4
<br />9.
<br />EXISTING FOOTING : USE EPDXY FOR A.B. WITH SAME LENGTH AS REGULAR BOLTS
<br />AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
<br />#14 BARS AND LARGER 1 1/2"
<br />WITH SPECIAL INSPECTION.
<br />CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
<br />SHEAR WALL NOTES:
<br />2. BEAMS, COLUMNS 1 1/2"
<br />1. FRAMING ATADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND NAILS
<br />5.
<br />LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
<br />ANCHOR BOLTS:
<br />5.
<br />THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW
<br />SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
<br />PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED
<br />1.
<br />MINIMUM 5/8"0 STEEL BOLTS EMBEDDED 7" @ 48" O.C. INTO THE FOUNDATION WITH
<br />OPENINGS, INTERIOR AND EXTERIOR WALLS SHALL BE DETERMINED FROM THE
<br />2, WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
<br />6.
<br />MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC
<br />MINIMUM 3" S.Q x 0.25" PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE
<br />ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL AND ROOF OPENINGS AS
<br />EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN SINGLE 3-INCH
<br />APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
<br />1-7/8" AND WITHIN 12" OF EACH END OF EACH PLATE.
<br />REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR REQUIREMENTS
<br />NOMINAL MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN
<br />7.
<br />ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY
<br />2.
<br />ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE TO BE FIXED
<br />SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS
<br />ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
<br />BARS IN A MANNER THAT MAY DAMAGE REINFORCING.
<br />IN PLACE FOR THE FOUNDATION INSPECTION.
<br />REQUIRED.
<br />FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE
<br />8.
<br />REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON
<br />3.
<br />FASTENERS FOR PRESERVATIVE -TREATED SHALL BE NOT DIPPED ZINC -COATED
<br />6.
<br />FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB
<br />STAGGERED IN ALL CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE
<br />CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING
<br />GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
<br />ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER ARCHITECTURAL,
<br />REQUIREMENTS. NAILS SHALL BE PLACED NOT LESS THAN 1/2" EDGE DISTANCE FROM THE
<br />CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND
<br />4.
<br />A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO
<br />MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS MUST BE
<br />PANEL EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
<br />APPROVAL.
<br />THE PLATE.
<br />COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
<br />MEMBERS.
<br />9.
<br />TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE
<br />5.
<br />HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16" OVERSIZED AT
<br />3. ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
<br />6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID -DEPTH OF THE SLAB
<br />THE CONNECTOR OF THE HOLD DOWN TO THE POST.
<br />7.
<br />THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND
<br />OF 0.229INCHES BY INCHES BY INCHES IN SIZE, BETWEEN THE SILL PLATEAND NUT.
<br />OVER THE TOP OF THE FLUTE OF THE METAL DECK.
<br />6.
<br />HOLD DOWN CONNECTORS SHALL BE RE -TIGHTENED JUST PRIOR TO COVERING THE WALL
<br />COORDINATION WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,
<br />FRAMING.
<br />PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL OTHER RELATED DRAWINGS.
<br />10.
<br />ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO
<br />THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
<br />PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER
<br />7.
<br />ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
<br />DRAWINGS.
<br />MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT
<br />8.
<br />FINAL SOILS / AS -GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
<br />WOOD
<br />OF CONCRETE.11.
<br />8.
<br />IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS
<br />DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
<br />INCLUDED IN THE SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN
<br />SIZE AND SPACING AS THE MAIN REINFORCING, UNO.
<br />GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER SHALL BE NOTIFIED AND
<br />1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH CONFORMING TO WEST
<br />12.
<br />CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
<br />SHEET INDEX
<br />HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
<br />COAST LUMBER INSPECTION BUREAU GRADING RULES #17. MOISTURE CONTENT NOT
<br />TO EXCEED 19°/ AT TIME OF CONSTRUCTION
<br />COATED WHEN RESTING ON EXPOSED SURFACES.
<br />9. ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES CONCRETE MASONRY
<br />ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL 2. WOOD -BASED STRUCTURAL USE PANELS SHALL MEET THE REQUIREMENTS OF DOC
<br />ENGINEER OF RECORD. PS 2-10. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD. GENERAL
<br />10. ANY REFERENCE TO THE WORDS APPROVED OR APPROVAL IN THESE 1. ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN
<br />DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW 3. STRUCTURAL COMPOSITE LUMBER (SCL) SHALL CONFORM TO THE MANUFACTURER'S ACCORDANCE WITH BUILDING CODE, CHAPTER 21.
<br />AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUBCONTRACTORS OF ICC REPORT IN COMPLIANCE WITH THE GOVERNING BUILDING CODE FOR THE MATERIALS
<br />ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR PROJECT LISTED. 2. ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION SHALL
<br />SPECIFICATION. CONFORM TO STANDARDS REQUIRED BY BUILDING CODE SEC. 2103.
<br />4. ENGINEERED GLU-LAM BEAMS SHALL BE INSPECTED AND AN A.I.T.C. CERTIFICATE OF 3. MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270
<br />11. WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL COMPLIANCE SHALL BE PROVIDED TO THE INSPECTOR PRIOR TO INSTALLATION. ALL AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR
<br />APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE. GLU-LAM BEAMS SHALL BE FABRICATED WITH WATERPROOF GLUE WITH STANDARD MASONRY STRUCTURES (TMS 602-16).
<br />DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY CAMBER 11 N O 4. GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602-16 AND SHALL ATTAIN A
<br />No.
<br />SHEET NO.
<br />SHEET NAME
<br />1
<br />S0.0
<br />- GENERAL STRUCTURAL NOTES.
<br />2
<br />S0.1
<br />- TYPICAL DETAILS.
<br />3
<br />S1.0
<br />- FOUNDATION PLAN & FRAMING PLAN.
<br />4
<br />SD1
<br />- STRUCTURAL DETAILS.
<br />5
<br />SD2
<br />- STRUCTURAL DETAILS.
<br />INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING
<br />MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 1500 PSI OR THE REQUIRED
<br />OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
<br />5.
<br />GLU-LAM BEAMS MAY NOT BE SUBSTITUTED FOR STRUCTURAL COMPOSITE LUMBER
<br />COMPRESSION, FM, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF
<br />CONSTRUCTION.
<br />(SCL) BEAMS UNLESS WRITTEN AUTHORIZATION IS PROVIDED BY THE ENGINEER OF
<br />GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019.
<br />12.
<br />CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
<br />RECORD.
<br />5.
<br />CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD BEARING
<br />RESPONSIBILITY OF THE DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW
<br />CONCRETE MASONRY UNITS. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
<br />AND COORDINATE ALL THE REQUIREMENTS IN THE ARCHITECTS PROJECT
<br />6.
<br />ALL WOOD FRAMING MEMBERS DIRECTLY AGAINST CONCRETE OR MASONRY
<br />SPECIFICATIONS FOR CONCRETE BUILDING BRICK.
<br />SPECIFICATION AS APPLICABLE.
<br />INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT SHALL BE PRESSURE TREATED
<br />6.
<br />GRADE N CONCRETE BRICKS ARE FOR USE AS ARCHITECTURAL VENEER AND
<br />13.
<br />IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING
<br />DOUG-FIR TREATED WITH SODIUM BORATE (SBX/DOT). CORROSION RESISTANT
<br />7.
<br />FACING, LIMITED TO IN EXTERIOR WALLS.
<br />GRADE S CONCRETE BRICKS ARE FOR GENERAL USE WHERE MODERATE STRENGTH
<br />UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO
<br />CONNECTORS ARE NOT REQUIRED WITH SODIUM BORATE TREATED LUMBER. IF
<br />AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED.
<br />PROTECT THEM FROM DAMAGE. REPAIR AND REPLACEMENT OF SAID WORK
<br />OTHER TREATMENTS ARE USED, GALVANIZED FASTENERS PER "FASTENER
<br />STRENGTH
<br />SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
<br />REQUIREMENTS" NOTE 3 ARE REQUIRED.
<br />8.
<br />THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, F'M, SHALL BE 2000 PSI,
<br />14.
<br />VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE
<br />7.
<br />LUMBER GRADE STAMPS ARE TO REMAIN IN PLACE AFTER INSTALLATION WHERE
<br />UNLESS NOTED OTHERWISE. IF HIGHER FM IS NOTED, IT SHALL BE VERIFIED BY
<br />NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.
<br />POSSIBLE.
<br />PRISM TESTS AS REQUIRED IN ARTICLE 1.4 SPECIFICATION OF MASONRY
<br />15.
<br />UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL
<br />STRUCTURES (TMS 602-16).
<br />DRAWINGS ARE TO THE TOP OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS
<br />8.
<br />LUMBER GRADES ARE TO BE AS FOLLOWS:
<br />9.
<br />REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND
<br />"DROP" HAVE THE TOP OF BEAM AT THE HEIGHT OF THE TOP PLATE. BEAMS
<br />STUDS UP TO 10'-0................................................................................................ STUD GRADE
<br />GRADE 60 FOR SIZES #4 AND LARGER.
<br />DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF THE TOP
<br />STUDS OVER 10'-0...................................................................................... ... ........DF #2
<br />SPECIAL INSPECTION
<br />PLATE, U.N.O.
<br />BLOCKING............................................................................................STANDARD OR BETTER
<br />10.
<br />SPECIAL INSPECTION FOR CONCRETE MASONRY CONSTRUCTION SHALL BE CARRIED
<br />PLATES & SILLOR BETTER
<br />OUT IN ACCORDANCE WITH BUILDING CODE SECTION 1704 AND REQUIREMENTS IN
<br />DESIGN CRITERIA
<br />.....................................................................................STANDARD
<br />TOP PLATES........................................................................................................................DF #2
<br />SPECIAL INSPECTION TABLES ON SHEET SN-1. MASONRY COMPRESSIVE STRENGTH,
<br />1.
<br />SOILS
<br />4X4 BEAMS/POSTS.............................................................................STANDARD OR BETTER
<br />FM SHALL BE VERIFIED BY UNIT STRENGTH METHOD OR PRISM TEST METHOD PRIOR
<br />SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
<br />4X6 THROUGH 4X12BEAMS/POSTS.................................................................................DF #2
<br />TO AND DURING CONSTRUCTION AS DESCRIBED IN ARTICLE 1.4 SPECIFICATION FOR
<br />4X14BEAMS/POSTS.............................................................................................................DF#1
<br />MASONRY STRUCTURES (TMS 602-16).
<br />2.
<br />BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
<br />6X & LARGER BEAMS/POSTS............................................................................................DF #1
<br />REINFORCED CONCRETE
<br />3.
<br />DESIGN LOADS:
<br />2X RAFTER/JOIST...............................................................................................................DF #2
<br />1.
<br />CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST
<br />ROOF LOAD
<br />9.
<br />UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE.
<br />EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION
<br />DEAD LOAD = 20 PSF
<br />DOCUMENTS.
<br />LIVE LOAD = 20 PSF
<br />10.
<br />THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH
<br />2.
<br />PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
<br />TOTAL = 40 PSF
<br />CURRENT
<br />3.
<br />AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR
<br />4.
<br />LATERAL LOADS:
<br />APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL
<br />LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE
<br />RISK CATEGORY: II
<br />PROPERTIES:
<br />FORLIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330
<br />SEISMIC DESIGN CATEGORY: D WIND SPEED: 110 MPH
<br />4. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
<br />SEISMIC IMPORTANCE FACTOR (1) = 1.0 WIND EXPOSURE: C
<br />FOR "LVL" & "PSL" BEAMS:
<br />MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
<br />SITE CLASS = D-Default
<br />Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
<br />5. CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS
<br />NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY
<br />FOR "LSL" BEAMS/HEADERS:
<br />REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME.
<br />S5: 1.335 Csy: 0.115 CSX: 0.115
<br />Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
<br />6. CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
<br />Sl: 0.475 Ry: 6.5 Rx: 6.5
<br />SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
<br />BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALL
<br />FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
<br />7. ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />BY WALL, AND MATCHES JOIST DEPTH:
<br />SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
<br />5. LUMBER GRADES (U.N.O.)
<br />Fc I (PERPENDICULAR)........ = 680 psi (MIN)
<br />8. THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), fc:
<br />6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
<br />Fc // (PARALLEL) ..................... = 1400 psi (MIN)
<br />a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
<br />4X POSTS/BEAMS/HEADERS: #2 DFL
<br />Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
<br />REQUIRED WHEN fc > 2500 PSI.
<br />2X JOISTS/RAFTERS: #2 DFL
<br />b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 _> 0.1% BY WEIGHT:
<br />STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
<br />GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
<br />4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
<br />Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
<br />c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 >_ 0.2% BY WEIGHT:
<br />Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
<br />4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />6. TYPICAL FLOOR SHEATHING
<br />9. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE
<br />23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN.
<br />11. ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING EXP 1 WITH A SPAN
<br />WITH ASTM C94.
<br />SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
<br />RATING OF 24/0 WITH 8D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 12" O/C
<br />10. CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI
<br />OF USE
<br />FIELD NAILING.
<br />305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
<br />B.N.:10D COMMON NAILS AT 6" O.C.
<br />11. CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF
<br />E.N.:10D COMMON NAILS AT 6" O.C.
<br />12. FLOOR SHEATHING SHALL BE 23/32" APA RATED SHEATHING EXP 1 WITH A MINIMUM
<br />CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB
<br />F.N.-.10D COMMON NAILS AT 12" O.C.
<br />SPAN RATING OF 48/24 WITH 10D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 10"
<br />CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF
<br />O/C FIELD NAILING.
<br />CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY
<br />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
<br />WORK.
<br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
<br />12. MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADM IXTURES/PLACITIZERS HAVE
<br />ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
<br />BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOW ABILITY/WORKABILITY. THE
<br />SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S
<br />AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
<br />RECOMMENDATIONS.
<br />USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG -TIE
<br />QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S.
<br />AND 12" O.C. F.S.
<br />7. TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
<br />15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
<br />REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
<br />B.N.:8D COMMON NAIL AT 6" O.C.
<br />E.N.:8D COMMON NAIL AT 6" O.C.
<br />F.N.:8D COMMON NAIL AT 12" O.C.
<br />NOTE: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
<br />FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
<br />NAILING SCHEDULE- (TABLE R602.3(1) W/ FOOT NOTES 2022 CRC)
<br />DESCRIPTION OF BUILDING
<br />NUMBER AND TYPE OF
<br />SPACING AND
<br />ITEM
<br />ELEMENTS
<br />FASTENERa, b, c
<br />LOCATION
<br />Blocking between ceiling joists or
<br />4-8d box (2 1/2" x 0.113") or 3-8d
<br />1
<br />rafters to top plate
<br />common (2 1/2" x 0.131"); or 3-10d box
<br />Toe nail
<br />(3" x 0.128"); or 3-3" x 0.131" nails
<br />4-8d box (2 1/2" x 0.113"); or 3-8d
<br />2
<br />Ceiling joists to top plate
<br />common 2 1/2" x 0.131 "); or 3-10d box
<br />Per joist, toe nail
<br />(3" x 0.128"); or 3-3" x 0.131" nails
<br />Ceiling joist not attached to parallel
<br />rafter, laps over partitions [see
<br />4-10d box (3" x 0.128"); or 3-16d
<br />3
<br />Sections R802.3.1, R802.3.2 and
<br />common (3 1/2" x fl;
<br />Face nail
<br />Table R802.5.1(9)]
<br />ails
<br />or 4-3" x 0.131"nails
<br />Ceiling joist attached to parallel rafter
<br />4
<br />(heel joint) [see Sections R802.3.1
<br />Table R802.5.1(9)
<br />Face nail
<br />nd R802.3.2 and Table R802.5.1(9)
<br />Collar tie to rafter, face nail or 11/4" x
<br />4-10d box (3" x 0.128"); or 3-10d
<br />5
<br />20 ga. ridge strap to rafter
<br />common (3" x 0.148");
<br />Face nail each rafter
<br />or 4-3" x 0.131" nails
<br />3-16d box nails (3 1/2" x 0.135");
<br />2 toe nails on one
<br />6
<br />Rafter or roof truss to plate
<br />or 3-10d common nails (3" x 0.148");
<br />side and 1 toe nail on
<br />or 4-10d box (3" x 0.128");
<br />opposite side of each
<br />or 4-3" x 0.131" nails
<br />rafter or truss
<br />4-16d (3 1/2" x 0.135"); or 3-10d
<br />common (3 1/2" x 0.148"); or4-10d box
<br />Toe nail
<br />Roof rafters to ridge, valley
<br />(3" x 0.128"); or 4-3" x 0.131" nails
<br />7
<br />or hip rafters or roof rafter to
<br />minimum 2" ridge beam
<br />3-16d box 3 1/2" x 0.135"); or 2-16d
<br />common (3 1/2" x 0.162"); or 3-10d box
<br />End nail
<br />(3" x 0.128"); or 3-3" x 0.131" nails
<br />WALL
<br />Stud to stud (not at braced wall
<br />16d common (3 1/2" x 0.162")
<br />24"
<br />o.c. face nail
<br />8
<br />panels)
<br />10d box x .1
<br />16"
<br />o.c. face nail
<br />or „ x
<br />Stud to stud and abutting studs at
<br />4-10d box (3" x 0.128"); or 3-16d
<br />9
<br />intersecting wall corners (at braced
<br />common (3 1/2" x 0.162");
<br />12"
<br />o.c. face nail
<br />wall panels)
<br />or 4-3" x 0.131" nails
<br />16d common (3 1/2" x 0.162")
<br />16"
<br />o.c. fP
<br />al
<br />Built-up header (2" to 2" header with
<br />16d common (3 1/2" x 0.162")
<br />16"
<br />.c. e h
<br />face nail
<br />10
<br />1/2" spacer)
<br />16d box (3 1/2" x 0.135")
<br />.c. each edge
<br />face nail
<br />5-8d box x
<br />11
<br />Continuous header to stud
<br />or 4-8d common (2 1/2" x 0.131 ");
<br />Toe nail
<br />- "x
<br />or 4 10d box 3 0.128
<br />16d common (3 1/2" x 0.162")
<br />16"
<br />o.(AfAc,&1nai1i6-
<br />12
<br />Top plate to top plate
<br />10d box x
<br />or „ x ls
<br />12"
<br />o.c. face nail
<br />Double top plate splice for SDCs
<br />8-16d common (3 1/2" x 0.162"); or
<br />Face nail on each
<br />A-D2 with seismic braced wall line
<br />12-16d box (3 1/2" x 0.135"); or 12-10d
<br />of end joint
<br />sidTmum
<br />13
<br />spacing < 25'
<br />box (3" x 0.128"); or 12-3" x 0.131" nails
<br />(mi 24" lap
<br />splice Iengtn eac
<br />Double top plate splice s UO, D1,
<br />or D2; and braced wall line spacing >_
<br />12-16d (3 1/2" x 0.135")
<br />side of end joint)
<br />Bottom plate to joist, rim joist, band
<br />16d common (3 1/2" x 0.162")
<br />16" o.c. face nail
<br />14
<br />joist or blocking (not at braced wall
<br />panels)
<br />16d box x 5 ;
<br />12" o.c. face nail
<br />r „ x nails
<br />Bottom plate to joist, rim joist, band
<br />3-16d box (3 1/2" x 0.135");
<br />each o.c. face
<br />15
<br />joist or blocking (at braced wall
<br />or 2-16d common (3 1/2" x 0.16211);
<br />nail 2 each 16" o.c.
<br />panel)
<br />or 4-3" x 0.131" nails
<br />face nail 4 each 16"
<br />ace nail
<br />4-8d box x ; or - ox
<br />(3 1/2" x 0.135"); or 4-8d common
<br />(2 1/2" x 0.131 "); or 4-10d box (3" x
<br />Toe nail
<br />16
<br />Top or bottom plate to stud
<br />0.128"); or 4-3" x 0.131" nails
<br />3-16box 3 1/2" x 0.1 5" ; or 2-16d
<br />common (3 1/2" x 0.162"); or 3-10d box
<br />End nail
<br />3" x 0.128" ; or 3-3" x 0.131" nails
<br />17
<br />Top plates, laps at corners and
<br />- box x ; or -
<br />common (3 1/2" x 0.162");
<br />Face nail
<br />intersections
<br />3-8d box 2 1/2" x U.113" ; or 2-8d
<br />18
<br />1" brace to each stud and plate
<br />common (2 1/2" x 0.131 "); or 2-10d box
<br />Face nail
<br />3" x 0.128" ; or 2 sta les 1 3/4"
<br />�3-bd box x ; or -
<br />19
<br />1" x 6" sheathing to each bearing
<br />common (2 1/2" x 0.131 "); or 2-10d box
<br />Face nail
<br />(3" x 0.128"); or 2 staples, 1" crown,
<br />16 ga., 1 3/4" Ion
<br />3-8d box 2 1/2" x 0.113" ; or 3-8d
<br />common (2 1/2" x 0.131 "); or 3-10d box
<br />(3" x 0.128"); or 3 staples,
<br />20
<br />1" x 8" and wider sheathing to each
<br />1" crown, 16 a., 1 3/4" Ion
<br />Face nail
<br />I er than x - box x
<br />bearing
<br />0.113"); 3-8d common (2 1/2" x 0.131");
<br />or 3-10d box (3" x 0.128"); or 4 staples,
<br />1" crown, 16 ga., 1 3/4" Ion
<br />FLOOR
<br />4-8d box 2 1/2" x 0.113" ; or 3-8d
<br />21
<br />Joist to sill, top plate or girder
<br />common (2 1/2" x 0.131 "); or 3-10d box
<br />Toe nail
<br />3" x 0.128" ; or 3-3" x 0.131" nails
<br />8d box (2 1/2" x 0.113")
<br />4" o.c. toe nail
<br />Rim joist, band joist or blocking to sill
<br />8d common 2 1 2" x 0.131" ;
<br />22
<br />or top plate (roof applications also)
<br />or 10d box (3" x 0.128");
<br />6" o.c. toe nail
<br />r "x .1 1"n it
<br />3-8d box x ; or -
<br />23
<br />1" x 6" subfloor or less to each joist
<br />common (2 1 /2" x 0.131 "); or 3-10d box
<br />Face nail
<br />(3" x 0.128"); or 2 staples, 1" crown,
<br />16 ga., 1 3/4" Ion
<br />24
<br />2" subfloor to joist or girder
<br />3-16d box 3 1/2" x U.135" ; or 2-16d
<br />Blind and face nail
<br />common 3 1/2" x 0.162"
<br />2" planks
<br />3-16d box (3 1/2" x 0.135"); or 2-16d
<br />At each bearing, face
<br />25
<br />(plank & beam -floor & roof)
<br />common (3 1/2" x 0.162")
<br />nail
<br />- common x -10
<br />Band or rim joist to joist
<br />box (3" x 0.128"), or 4-3" x 0.131" nails;
<br />End nail
<br />or 4-3" x 14 ga. staples, 7/16" crown
<br />Nail each layer as
<br />20d common (4" x 0.192")
<br />follows: 32" o.c. at top
<br />and bottom and
<br />staggered.
<br />Built-up girders and beams, 2-inch
<br />24" o.c. tace nail at
<br />27
<br />lumber layers
<br />10d box (3" x 0.128");
<br />top and bottom
<br />or 3" x 0.131 " nails
<br />staggered on
<br />opposite sides
<br />nd: 2-20d common x
<br />Face nail at ends and
<br />or 3-10d box (3" x 0.128");
<br />at each splice
<br />4ils
<br />r3
<br />-16d box 3 1 2" x 0.135' ; or 3-16d
<br />28
<br />Ledger strip supporting joists or
<br />common (3 1 /2" x 0.162"); or 4-1 box
<br />At each joist or rafter,
<br />rafters
<br />3" x 0.128" ; or 4-3" x 0.131" nails
<br />face nail
<br />29
<br />Bridging to joist
<br />2-10d (3" x 0.128")
<br />Each end, toe nail
<br />SPACING OF
<br />FASTENERS
<br />ITEM
<br />DESCRIPTION OF BUILDING
<br />NUMBER AND TYPE OF FASTENER a,
<br />Intermediat
<br />ELEMENTS
<br />b, c
<br />Edges
<br />e supports
<br />(inches)h
<br />e (inches)
<br />Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
<br />to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
<br />6d common (2" x 0.113") nail
<br />30
<br />3/8"- 1/2"
<br />(subfloor, wall) 8d common
<br />6
<br />12f
<br />(21/2" x 0.131") nail (roof)
<br />31
<br />19/32" - 1"
<br />8d common nail (21/2" x 0.131")
<br />6
<br />12f
<br />10d common (3" x 0.148") nail; or 8d
<br />32
<br />11/8" - 11/4"
<br />(21/2" x 0.131 ") deformed nail
<br />6
<br />12
<br />Other wall sheathing
<br />1/2" structural cellulosic fiberboard
<br />1 1/2" galvanized roofing nail, 7/16" head
<br />33
<br />sheathing
<br />diameter, or 1" crown staple 16 ga., 1
<br />3
<br />6
<br />1/4" long
<br />25/32" structural cellulosic fiberboard
<br />1 3/4" galvanized roofing nail, 7/16" head
<br />34
<br />sheathing
<br />diameter, or 1" crown staple 16 ga., 1
<br />3
<br />6
<br />1/4" long
<br />1 1/2" galvanized roofing nail; staple
<br />35
<br />1/2" gypsum sheathings
<br />galvanized, 1 1/2" long; 1 1/4" screws,
<br />7
<br />7
<br />Type W or S
<br />1 3/4" galvanized roofing nail; staple
<br />36
<br />5/8" gypsum sheathings
<br />galvanized, 1 5/8" long; 1 5/8" screws,
<br />7
<br />7
<br />Type W or S
<br />Wood structural panels, combination subfloor underlayment to framing
<br />6d deformed (2" x 0.120") nail; or 8d
<br />37
<br />3/4" and less
<br />common (2 1/2" x 0.131") nail
<br />6
<br />12
<br />8d common (2 1/2" x 0.131") nail; or 8d
<br />38
<br />7/8" - 1"
<br />deformed (2 1/2" x 0.120") nail
<br />6
<br />12
<br />10d common (3" x 0.148") nail; or 8d
<br />39
<br />1 1/8"- 1 1/4"
<br />deformed (2 1/2" x 0.120") nail
<br />6
<br />12
<br />DESIGNS, INC.
<br />ONE STOP SOLUTION
<br />ARCHITECTURAL -STRUCTURAL
<br />MECHANICAL - ELECTRICAL - PLUMBING
<br />RESIDENTIAL - COMMERCIAL - INDUSTRIAL
<br />ON TIME - ON BUDGET - PROFESS AL WORK
<br />Ap 1BURVICU
<br />GARDEN GROVE, CA92840
<br />PER B �� �N1UANm E
<br />THIS DRAWING AND DESIGN
<br />CONCEPTS ARE PROPRIETARY TO
<br />TUNG VO, M.S., P.E.
<br />THE DRAWING OR DESIGN
<br />CONCEPTS SHALL NOT BE USED
<br />r I D. OR REPRODUCED IN THE PART
<br />OR IN WHOLE WITHOUT THE
<br />WRITTEN PERMISSION BY TUNG
<br />VO, M.S., P.E.
<br />R E V I S I O N
<br />DATE BY
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<br />PLOTE DATE: 10/31/2024
<br />DRAW BY:
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<br />JOB NO.: 24077
<br />SHEET NO.:
<br />S0.0
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