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<br />CONSULTING STRUCTURAL ENGINEERS
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<br />CROSS ENGINEERING
<br />No. 3886
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<br />STRUCTURAL
<br />GENERAL NOTES
<br />S0.1
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<br />STRUCTURAL SHEET INDEX
<br />SHEET
<br />NO SHEET TITLE
<br />CURRENT
<br />REVISON
<br />S0.1 STRUCTURAL GENERAL NOTES
<br />S1.1 TYPICAL STRUCTURAL DETAILS
<br />S2.2 ROOF FRAMING PLAN
<br />S3.1 STRUCTURAL DETAILS
<br />ABBREVIATIONS
<br />A.B. ANCHOR BOLT
<br />ABV. ABOVE
<br />ATR ALL THREADED ROD
<br />BAR REINFORCING BAR
<br />BD BOARD
<br />BLKG. BLOCKING
<br />BLW. BELOW
<br />BM BEAM
<br />B.N. BOUNDARY NAIL
<br />B.W. BOTH WAYS
<br />CF CONTINUOUS FOOTING
<br />CIDH CAST-IN-DRILLED HOLE
<br />CJ CEILING JOIST
<br />CL CENTERLINE
<br />COL. COLUMN
<br />CONC. CONCRETE
<br />CONT. CONTINUOUS
<br />C.P.E. CONT. PANEL EDGES
<br />D DEPTH
<br />DBL DOUBLE
<br />DF DOUGLAS FIR
<br />DIA. DIAMETER
<br />DO DITTO
<br />(E) EXISTING
<br />E.J. EXPANSION JOINT
<br />E.N. EDGE NAIL
<br />EQ. EQUAL
<br />E.W. EACH WAY
<br />FB FLOOR BEAM
<br />F.G. FINISH GRADE
<br />F.J. FLOOR JOIST
<br />FL FLOOR
<br />FMG. FRAMING
<br />F.N. FIELD NAIL
<br />F.O.C. FACE OF CONCRETE
<br />F.O.M. FACE OF MASONRY
<br />F.O.S. FACE OF STUDS
<br />F.P. FULL PENETRATION
<br />FTG. FOOTING
<br />GA. GAUGE
<br />GALV. GALVANIZED
<br />GLB GLUE-LAMINATED BEAM
<br />GR. BM. GRADE BEAM
<br />GWB GYPSUM WALLBOARD
<br />GT GIRDER TRUSS
<br />H HIGH
<br />HDR HEADER
<br />HGT. HEIGHT
<br />HGR. HANGER
<br />HORIZ. HORIZONTAL
<br />HT HIP TRUSS
<br />K.P. KING POST
<br />L LOW
<br />LT. WT. LIGHT WEIGHT
<br />LVL LAMINATED VENEER
<br />LUMBER
<br />MAS. MASONRY
<br />MAX. MAXIMUM
<br />M.B. MACHINE BOLT
<br />M.I. MALLEABLE IRON
<br />MIN. MINIMUM
<br />MLB MICRO LAM BEAM
<br />(N) NEW
<br />N.G. NATURAL GRADE
<br />O/ OVER
<br />O/C ON CENTER
<br />PJ POUR JOINT
<br />PLB PARALLAM BEAM
<br />PLWD PLYWOOD
<br />P.T. PRESSURE TREATED
<br />RB ROOF BEAM
<br />REINF. REINFORCING
<br />REQ'D REQUIRED
<br />RF ROOF
<br />RJ ROOF JOIST
<br />RR ROOF RAFTER
<br />RT ROOF TRUSS(ES)
<br />SIM. SIMILAR
<br />SIMP. SIMPSON PRODUCT
<br />S.M.S. SHEET METAL SCREW
<br />SQ SQUARE
<br />SS SELECT STRUCTURAL
<br />STD. STANDARD
<br />STL STEEL
<br />SW SHEAR WALL
<br />THK. THICK
<br />T.N. TOE NAIL
<br />T.O.C. TOP OF CONCRETE
<br />T.O.L. TOP OF LEDGER
<br />T.O.M. TOP OF MASONRY
<br />T.O.P. TOP OF PLYWOOD
<br />T.O.S. TOP OF SHEATHING
<br />T.O.W. TOP OF WALL
<br />TS TUBE STEEL
<br />TSG TAPPERED STEEL GIRDER
<br />TYP. TYPICAL
<br />U.O.O. UNLESS NOTED OTHERWISE
<br />VERT. VERTICAL
<br />W WIDTH OF FOOTING
<br />W/ WITH
<br />W.P. WEAKENED PLANE JOINT
<br />W.W.F. WELDED WIRE FABRIC
<br />ø DIAMETER
<br />@ AT
<br />GENERAL NOTES
<br />1. PERFORM CONSTRUCTION AND WORKMANSHIP IN COMPLIANCE WITH THE DRAWINGS,
<br />SPECIFICATIONS, AND THE 2022 CALIFORNIA BUILDING CODE (CBC).
<br />2. GOVERNING CODE AUTHORITY: CITY OF SANTA ANA, CALIFORNIA.
<br />3. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND VERIFY ALL DIMENSIONS
<br />PRIOR TO THE START OF CONSTRUCTION. NOTIFY THE STRUCTURAL ENGINEER OF ANY
<br />DISCREPANCIES OR INCONSISTENCIES. DO NOT SCALE DRAWINGS.
<br />4. ALL DETAILS, SECTIONS, AND NOTEZES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE, UNLESS NOTED OTHERWISE. SPECIFIC NOTES AND
<br />DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THESE GENERAL NOTES AND TYPICAL DETAILS.
<br />5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL REPORT ANY
<br />DISCREPANCIES TO THE STRUCTURAL ENGINEER.
<br />6. ARCHITECTURAL, MECHANICAL ELECTRICAL, AND PLUMBING DRAWINGS ARE TO BE CONSIDERED PART
<br />OF THE DOCUMENT PACKAGE, AND ARE TO BE USED TO DEFINE LOCATION AND CONFIGURATIONS
<br />INCLUDING BUT NOT LIMITED TO: CONCRETE CURB HEIGHT AND LOCATION, FLOOR DRAINS, SLAB
<br />DEPRESSIONS, ROOF OPENINGS, DUCT PENETRATIONS, ELECTRICAL CONDUIT RUNS, CONNECTIONS
<br />FOR PIPES, DUCTS AND EQUIPMENT, DOORS, WINDOWS, NON-BEARING INTERIOR AND EXTERIOR
<br />WALLS, SLOPES, STAIRS, RAILINGS, AND WATERPROOFING.
<br />7. REFER TO THE ARCHITECTURAL SPECIFICATIONS (WHERE APPLICABLE) FOR INFORMATION NOzeT
<br />COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS.
<br />8. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS
<br />(AND/OR ARCHITECTURAL SPECIFICATIONS, WHERE APPLICABLE) SHALL BE BROUGHT TO THE
<br />ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE
<br />WORK INVOLVED. APPROVAL BY GOVERNING AGENCY DOES NOT CONSTITUTE AUTHORITY TO DEVIATE
<br />FROM THE PLANS OR SPECIFICATIONS.
<br />9. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS
<br />OTHERWISE SHOWN THEY DO NOT INDICATE MEANS AND METHODS OF CONSTRUCTION.
<br />CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES ARE THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR. PROVIDE ADEQUATE ERECTION SHORING, BRACING AND GUYS
<br />THAT COMPLY WITH LOCAL STATE, OSHA AND NATIONAL SAFETY STANDARDS.
<br />10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING,
<br />SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES
<br />COMPLYING WITH ALL LOCAL STATE, OSHA, AND NATIONAL SAFETY STANDARDS. CONTRACTOR SHALL
<br />VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL REPORT ANY DISCREPANCIES TO
<br />THE STRUCTURAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL
<br />WORK AND MATERIALS INCLUDING THOSE FURNISHED BY SUB-CONTRACTORS.
<br />11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING ALL EXCAVATIONS,
<br />TEMPORARY AND EXISTING STRUCTURES, AND PARTIALLY COMPLETED PORTIONS OF THE WORK TO
<br />ASSURE THE SAFETY OF ANY OF ALL WORK AND MATERIALS INCLUDING THOSE PERSONS COMING IN
<br />CONTACT WITH THE WORK.
<br />12. THE CONTRACTOR SHALL INVESTIGATE THE SITE FOR FILLED EXCAVATIONS OR BURIED STRUCTURES
<br />SUCH AS FOUNDATIONS, CESSPOOLS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE STRUCTURAL
<br />ENGINEER SHALL BE IMMEDIATELY NOTIFIED.
<br />13. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE STRUCTURAL ENGINEER DO
<br />NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES, OR METHODS OF CONSTRUCTION.
<br />CONSTRUCTION SUPPORT SERVICES PERFORMED BY REPRESENTATIVES OF THE STRUCTURAL
<br />ENGINEER SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES
<br />PERFORMED BY OTHERS. OBSERVATION VISITS TO THE SITE BY THE ENGINEER'S FIELD
<br />REPRESENTATIVE SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.
<br />14. FOR PROPER FILED OBSERVATION BY THE STRUCTURAL ENGINEER, THE STRUCTURAL ENGINEER
<br />SHALL BE NOTIFIED OF THE VARIOUS CONSTRUCTION PHASES.
<br />15. DURING AND AFTER CONSTRUCTION, BUILDER AND /OR OWNER SHALL KEEP LOADS ON STRUCTURE
<br />WITHIN THE LIMITS OF DESIGN LOADS.
<br />16. ALL CODES AND SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE THE LATEST APPROVED
<br />EDITIONS AND REVISIONS BY THE GOVERNING CODE AUTHORITY HAVING JURISDICTION OVER THIS
<br />PROJECT.
<br />17. THE CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMISSION TO THE
<br />STRUCTURAL ENGINEER. REVIEW THE SHOP DRAWINGS FOR COMPLETENESS AND COMPLIANCE WITH
<br />THE CONTRACT DOCUMENTS AND SPECIFICATIONS. SUBMIT A WRITTEN REQUEST TO THE
<br />STRUCTURAL ENGINEER FOR APPROVAL OF ANY MODIFICATION OR SUBSTITUTION. SUBSTITUTIONS
<br />AND MODIFICATIONS MUST BE APPROVED PRIOR TO SUBMISSION OF THE SHOP DRAWINGS TO THE
<br />STRUCTURAL ENGINEER. CLOUD THE SHOP DRAWINGS AT LOCATIONS OF ALL zeMODIFICATIONS OR
<br />SUBSTITUTIONS. MAINTAIN A COPY OF ALL APPROVED SHOP DRAWINGS AT SITE DURING
<br />CONSTRUCTION.
<br />18. SHOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND STRUCTURAL
<br />ENGINEER PRIOR TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN INTENT (MINIMUM
<br />OF 10 WORKING DAYS).
<br />19. ALL ASTM DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS NOTED OTHERWISE.
<br />20. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE
<br />STRUCTURAL DRAWINGS.
<br />21. VIBRATIONAL EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY THE
<br />STRUCTURAL ENGINEER.
<br />22. NO FRAMING OF ANY TYPE SHALL BE CONCEALED PRIOR TO INSPECTION BY GOVERNING AGENCIES.
<br />23. GRADING AND DRAINAGE: ALL PAVING, FLAT WORK AND PLANTERS NEXT TO BUILDING SHALL BE
<br />PROPERLY GRADED TO CARRY WATER AWAY FROM BUILDINGS.
<br />24. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND CONSENT OF THE
<br />STRUCTURAL ENGINEER WHOSE SIGNATURE APPEARS HEREON.
<br />25. THE RESPONSIBLE DESIGN ENGINEER SHALL PROVIDE (A SHOP STAMP) AND REVIEW THE DESIGN,
<br />PLANS, CONSTRUCTION DETAILS AND SPECIFICATIONS FOR ALL PREFABRICATED.
<br />FOUNDATION
<br />1. REFER TO SOIL INVESTIGATION BY: 2022 CBC MINIMUM VALUES DATED: 2022
<br />2. ALLOWABLE SOIL PRESSURE 1,500 PSF WITH INCRESASES PER GEOTECH REPORT
<br />3. CARRY ALL FOOTINGS A MINIMUM OF 24”INTO NATURAL GRADE OR APPROVED
<br />COMPACTED FILL.
<br />
<br />4. ALL FOOTINGS SHALL BE INSPECTED BY THE BUILDING DEPARTMENT PRIOR TO
<br />POURING CONCRETE.
<br />5. ALL WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO
<br />POURING CONCRETE.
<br />6. THE FOLLOWING NOTES FROM THE SOILS REPORT SHALL APPLY TO ALL FOUNDATION
<br />WORK
<br />BUILDING DESIGN INFORMATION
<br />1. GENERAL DATA:
<br />ROOF LIVE LOAD = 20 psf (At ≤ 400sf)
<br />ROOF LIVE LOAD = 16 psf (400sf < At ≤ 600sf)
<br />ROOF LIVE LOAD = 12 psf (At > 600sf)
<br />2. WIND DESIGN DATA:
<br /> BASIC WIND SPEED = 95 mph (3-sec. peak gust)
<br />WIND IMPORTANCE FACTOR I = 1.00
<br />OCCUPANCY CATEGORY = II
<br />WIND EXPOSURE = B
<br />3. EARTHQUAKE DESIGN DATA :
<br />SEISMIC IMPORTANCE FACTOR I = 1.00
<br />OCCUPANCY CATEGORY = II
<br />SEISMIC DESIGN CATEGORY = D
<br />BASIC SEISMIC-DESIGN PARAMETERS:
<br />Ss = 1.295 S1 =0.462
<br />SDS = 1.036 SD1 = 0.462
<br />TESTS AND INSPECTIONS
<br />1. DEPUTY INSPECTORS ARE REQUIRED TO BE LISTED BY THE BUILDING DEPARTMENT.
<br />2. PROVIDE ALL STRUCTURAL MATERIAL FROM TESTED STOCK FURNISH COPIES OF TEST REPORTS TO
<br />ARCHITECT AND GOVERNING CODE AUTHORITY UPON REQUEST.
<br />3. SEE SPECIFICATIONS FOR ADDITIONAL TEST AND INSPECTION REQUIREMENTS.
<br />4. THE USE OF ROLLED STEEL SECTIONS, BOLTS, AND OR REBAR MANUFACTURED OUTSIDE THE UNITED
<br />STATES WILL REQUIRE VERIFICATION THAT THE PRODUCTS COMPLY WITH APPLICABLE ASTM
<br />STANDARD. FOREIGN STEEL WILL REQUIRE MILL CERTIFICATES, AND REPRESENTATIVE TESTING BY
<br />AGENCIES APPROVED BY THE GOVERNING CODE AUTHORITY TO DEMONSTRATE COMPLIANCE. ALL
<br />FOREIGN BOLTS AND CONNECTORS SHALL BE APPROVED BY THE GOVERNING CODE AUTHORITY.
<br />5. A TESTING LABORATORY SHALL PROVIDE CONTINUOUS INSPECTION, COMPLYING WITH CHAPTER 17
<br />OF THE 2022 CALIFORNIA BUILDING CODE FOR THE FOLLOWING:
<br />A. FIELD WELDING
<br />B. STEEL MOMENT FRAMES
<br />C. STRUCTURAL OBSERVATION FOR SHEAR WALLS AND SHEAR WALL POST ANCHORS
<br />D. CONCRETE AND REINFORCING STEEL WHEN SPECIFIED COMPRESSIVE STRENGTH EXCEEDS
<br />2500 PSI
<br />E. EXPANSION AND EPOXY ANCHORS.
<br />F. ALL CONCRETE MASONRY (CMU) CONSTRUCTION
<br />ADDITIONAL NOTES:
<br />1. The special inspections identified on plans are, in addition to, and not a substitute for,
<br />those inspections required to be performed by a City's building inspector.
<br />STRUCTURAL OBSERVATION NOTES:
<br />1. STRUCTURAL OBSERVATION PROGRAM IS REQUIRED FOR THIS PROJECT
<br />PER 2022 CBC SEC. 1704.5. STRUCTURAL OBSERVATION CORRECTION
<br />REPORTS SHALL BE GENERATED BY THE SER. THE FOLLOWING STAGES OF
<br />CONSTRUCTION SHALL BE OBSERVED:
<br />CONCRETE:ALL FOOTINGS AND SLABS -PRE-POUR
<br />SHEAR WALLS:ALL SHEAR WALLS & THE SEISMIC FORCE
<br />RESISTING SYSTEM
<br />STRUCTURAL STEEL FRAMES:ALL MOMENT FRAMES AND STEEL COLUMNS
<br />FINAL FRAMING CONDITIONS:THE FINAL FRAMING CONDITIONS SHALL BE
<br />OBSERVED FOR COMPLIANCE WITH THE
<br />RECORD DOCUMENTS.
<br />WOOD
<br />1. ALL WOOD CONSTRUCTION PER 2022 CALIFORNIA BUILDING CODE, CHAPTER 23.
<br />2. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, UNLESS NOTED OTHERWISE, AND
<br />CONFORM TO THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION.
<br />A. 2x LUMBER GRADE #2
<br />B. 4x LUMBER GRADE #2
<br />C. 6x BEAMS, LEDGERS AND POSTS GRADE #1
<br />D. STUDS (U.N.O. ON PLANS)
<br />E. FROM 0 FT. TO 8 FT 2x4 STUD GR.
<br />F. FROM 8 FT. TO 14 FT 2x4 GRADE #2
<br />G. FROM 14 FT. TO 20 FT 2x6 GRADE #2
<br />H. SILL PLATES (P.T.D.F.) CONST OR BETTER
<br />I. TOP & BOTTOM PLATES CONST OR BETTER
<br />J. BLOCKING STD OR BETTER
<br />REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL APPEARANCE REQUIREMENTS.
<br />3. INTERIOR NON-BEARING WALL HEADER SCHEDULE: (U.N.O. ON PLANS)
<br />A. TO 4'-0" 4x4 #2
<br />B. TO 7'-0" 4x6 #2
<br />C. TO 10'-0" 4x8 #2
<br />D. TO 13'-0" 4x10 #2
<br />E. TO 16'-0" 4x12 #2
<br />4. ALL SHEATHING SHALL BE STAMPED BY THE AMERICAN PLYWOOD ASSOCIATION (APA) AND SHALL
<br />CONFORM TO THE U.S. PRODUCT STANDARD (PS 1 - 95) WITH EXTERIOR GLUE. COMPOSITE OR NON
<br />VENEERED PANELS: COMPLY WITH NATIONAL RESEARCH BOARD REPORT NER-108. SUBFLOOR
<br />ADHESIVE: APA SPECIFICATION AFG-01. INSTALL PLYWOOD AND NON-VENEERED PANELS PER APA
<br />CONSTRUCTION GUIDE, LATEST EDITION. SEE STRUCTURAL FRAMING PLANS FOR THICKNESS AND
<br />TYPE OF FLOOR AND ROOF SHEATHING. SEE SHEAR WALL NOTES FOR SIZE AND TYPE OF WALL
<br />SHEATHING (PS 1 - 95).
<br />5. NAILING OF HORIZONTAL AND VERTICAL DIAPHRAGMS SHALL BE INSPECTED AND APPROVED BY THE
<br />BUILDING DEPARTMENT PRIOR TO COVERING.
<br />6. ALL NAILS USED IN TIMBER-TO-TIMBER CONNECTIONS SHALL BE COMMON OR COATED SINKER NAILS
<br />AND NAILING SHALL CONFORM TO THE APPLICABLE BUILDING CODE. ALL NAILS CONNECTING PRE-
<br />MANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC.) TO TIMBER SHALL CONFORM
<br />TO THE MANUFACTURER'S CATALOGUE AND APPLICABLE ICC REPORTS.
<br />7. ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 10'-0" O/C MAXIMUM.
<br />8. WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY, USE PRESSURE TREATED DOUGLAS FIR
<br />OR SHEET METAL CONNECTORS.
<br />9. UNLESS OTHERWISE SPECIFIED, ALL SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY
<br />SHALL BE BOLTED TO THE CONCRETE OR MASONRY WITH 1/2" DIA. BOLTS AT 4'-0" O/C.
<br />NOTE:
<br />A. ALL BOLTS SHALL EXTEND A MINIMUM OF 7" INTO FOOTING, WITH 5" MIN. INTO THE FIRST
<br />POUR OF CONCRETE.
<br />B. PROVIDE A MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF SILL PLATE WITH ONE BOLT
<br />LOCATED WITHIN 12" OF THE END.
<br />C. AT INTERIOR WALLS, BOLTS MAY BE SUBSTITUTED WITH 0.15" DIA. POWDER DRIVEN PINS
<br />AT 32" O/C UNLESS NOTED OTHERWISE. (RAMSET “1500 SERIES” INSTALLED PER ICC ESR-1799,
<br />HILTI "X-DNI" INSTALLED PER ICC ESR-1663, OR EQ.). SHOT PINS SHALL NOT BE
<br />INSTALLED UNTIL CONCRETE HAS CURED FOR 7 DAYS MINIMUM. AT TWO-POUR
<br />FOUNDATIONS, 2nd POUR SHALL HAVE 4-3/4" MIN. THICKNESS AT SHOT PIN LOCATIONS.
<br />10. ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD MEMBERS SHALL BE PROVIDED
<br />WITH WASHERS.
<br />11. PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT ENDS OF MISCELLANEOUS BEAMS OR GIRDER
<br />TRUSSES WHERE POSTS ARE NOT SHOWN.
<br />12. HOLES IN STRUCTURAL MEMBERS FOR PIPES AND CONDUITS SHALL COMPLY WITH THE BUILDING CODE
<br />AND THE TYPICAL DETAILS ON S1.1 SHEET.
<br />13. PROVIDE DOUBLE FLOOR JOISTS UNDER PARALLEL PARTITIONS.
<br />14. SOLID BLOCK AT BEARING WALLS, UNDER PERPENDICULAR PARTITIONS AND ELSEWHERE AS
<br />REQUIRED PER 2022 CBC 2308.8.4.
<br />15. MINIMUM SPLICE NAILING OF DOUBLE PLATES SHALL BE AS FOLLOWS UNLESS OTHERWISE SPECIFIED:
<br />(12)16d EACH SIDE OF SPLICE WITH NO ADJACENT SPLICE WITHIN 4'-0". (SEE TYPICAL DETAIL ON SD1
<br />SHEET)
<br />16. FACE NAIL TWO PIECE BUILT-UP BEAMS WITH 16d AT 12" O/C AT TOP AND BOTTOM. FACE NAIL
<br />MEMBERS OF THREE PIECE BUILT-UP BEAMS WITH 16d AT 12" 0/C AT TOP AND BOTTOM TO ALTERNATE
<br />SIDES OF BEAM. PROVIDE ADDITIONAL ROW OF NAILING AT ALL BEAMS GREATER THAN 12" DEEP.
<br />BOLT BUILT-UP BEAMS OF FOUR OR MORE MEMBERS. (SEE TYPICAL DETAIL ON S1.1 SHEET)
<br />17. BALLOON FRAME ALL STUD WALLS AT SLOPING CEILINGS.
<br />18. PREDRILL ALL HOLES FOR 20d AND LARGER NAILS, SPIKES AND LAG BOLTS. LEAD HOLES FOR LAGS
<br />SHALL BE AS FOLLOWS:
<br />A. SHANK PORTION - SAME DIAMETER AND LENGTH AS SHANK.
<br />B. THREADED PORTION - 60 TO 75% OF THE DIAMETER OF THREAD AND SAME LENGTH AS
<br />THREAD.
<br />19. PARALLAM BEAMS SHALL BE CONSTRUCTED, INSTALLED AND MANUFACTURED PER SPECIFICATIONS OF
<br />WEYERHAEUSER AND ICC ESR-1387.
<br />20. THE PROPERTIES OF MICRO=LAM MEMBERS SHALL BE:
<br />E = 2,000,000 PSI, Fb = 2,900 PSI, Fv = 290 PSI.
<br />21. PROVIDE 2X3 CROSS BRIDGING OR 2X SOLID BLOCKING AT A MINIMUM OF 8'-0" O/C FOR JOISTS
<br />(CONTACT METAL BRIDGING OR EQUAL MAY BE USED) WHERE SHEATHING OR GYP. BD. IS NOT
<br />APPLIED TO TOP & BOTTOM OF JOISTS FOR ENTIRE LENGTH OF JOIST.
<br />22. ALL PREMANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC.) SHALL BE BY
<br />SIMPSON STRONG TIE COMPANY, INC. U.N.O. (SEE NOTE 6 ABOVE CONCERNING NAILING.)
<br />23. A MAXIMUM OF 10 % OF LUMBER USED FOR CONSTRUCTION MAY CONTAIN "WANE". THOSE MEMBERS
<br />WITH "WANE" SHALL NOT BE USED AT PLYWOOD OR DRY WALL EDGES, SOLID BLOCKING OR AT DOUBLE
<br />PLATES.
<br />24. BOLT HOLES AT HOLDOWNS SHALL NOT BE MORE THAN 1/16 INCH OVERSIZED AT THE HOLDDOWN TO
<br />POST CONNECTION INSPECTOR TO VERIFY. (PER BUILDING DEPARTMENT).
<br />25. ALL HOLDOWN CONNECTIONS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL
<br />FRAMING.
<br />26. PRE-DRILL FOR NAILING WHEN NAIL SPACING RESULTS IN THE WOOD SPLITTING.
<br />27. PROVIDE MINIMUM 2x6 WCDF #2 STUDS AT ALL PLUMBING WALLS.
<br />28. MOISTURE CONTENT OF ALL STRUCTURAL LUMBER SHALL NOT EXCEED 19% AT TIME OF FABRICATION
<br />OR CONSTRUCTION.
<br />29. ALL METAL FASTENERS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE
<br />HOT-DIPPED ZINC COATED, GALVANIZED, OR STAINLESS STEEL.
<br />30. ALL FASTENERS IN FIRE-RETARDANT-TREATED WOOD SHALL BE GALVANIZED OR STAINLESS STEEL.
<br />NAILING SCHEDULE
<br />CONNECTION NAILING
<br />JOIST TO SILL OR GIRDER, TOENAIL (3)-8d
<br />BRIDGING TO JOIST, TOENAIL EACH END (2)-8d
<br />1”x6” SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL (2)-8d
<br />WIDER THAN 1”x6” SUB-FLOOR TO EACH JOIST, FACE NAIL (3)-8d
<br />2” SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL (2)-16d COMMON
<br />SOLE PLATE TO JOIST OR BLK'G, FACE NAIL 16d COMMON AT 16” O/C
<br />TOP PLATE TO STUD, END NAIL (2)-16d COMMON
<br />STUD TO SOLE PLATE (4)-8d TOENAIL OR
<br />(2)-16d COMMON END NAIL
<br />STUD TO 3x SOLE PLATE (2)-20d COMMON END NAIL
<br />DOUBLE STUDS, FACE NAIL 16d COMMON AT 24” O/C
<br />DOUBLED TOP PLATES, FACE NAIL 16d COMMON AT 16” O/C
<br />CONTINUOUS HEADER, TWO PIECES 16d COMMON AT 16” O/C
<br />ALONG EACH EDGE
<br />CEILING JOISTS TO PLATE, TOENAIL (3)-8d
<br />CONTINUOUS HEADER TO STUD, TOENAIL (4)-8d
<br />CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL (3)-16d COMMON
<br />CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL (3)-16d COMMON
<br />RAFTER TO PLATE, TOENAIL (3)-8d
<br />1” BRACE TO EACH STUD AND PLATE, FACE NAIL (2)-8d
<br />1”x8” SHEATHING OR LESS TO EACH BEARING, FACE NAIL (3)-8d
<br />WIDER THAN 1”x8” SHEATHING TO EACH BEARING, FACE NAIL (3)-8d
<br />BUILT-UP CORNER STUDS 16d COMMON AT 24” O/C
<br />2” PLANKS (2)-16d COMMON AT EACH
<br />BEARING POINT
<br />STRUCTURAL STEEL
<br />1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE
<br />WITH THE AISC SPECIFICATION FOR THE DESIGN FABRICATION AND ERECTION OF
<br />STRUCTURAL STEEL BUILDINGS (LATEST EDITION), ALL COLUMN AND DOUBLER PLATES
<br />SHALL CONFORM TO ASTM A992, FY-50 KSI, AND THE FOLLOWING ASTM STANDARD
<br />SPECIFICATIONS, UNLESS NOTED OTHERWISE:
<br />ALL STRUCTURAL STEEL UNLESS NOTED BELOW ASTM A36
<br />PIPES ASTM A53, GRADE B (35 KSI)
<br />TUBES ASTM A500, GRADE B (46 KSI)
<br />ANCHOR BOLTS AND UNFINISHED BOLTS ASTM A307 U.N.O.
<br />THREADED ROUND STOCK ASTM A36
<br />HIGH STRENGTH BOLTS SEE NOTE BELOW.
<br />2. THE USE OF ROLLED STEEL SECTIONS, AND BOLTS MANUFACTURED OUTSIDE THE
<br />UNITED STATES WILL REQUIRE VERIFICATION THAT THE PRODUCTS COMPLY WITH
<br />APPLICABLE ASTM STANDARD. FOREIGN STEEL WILL REQUIRE MILL CERTIFICATES,
<br />AND REPRESENTATIVE TESTING BY AGENCIES APPROVED BY THE GOVERNING CODE
<br />AUTHORITY TO DEMONSTRATE COMPLIANCE. ALL FOREIGN BOLTS AND CONNECTORS
<br />SHALL BE APPROVED BY THE GOVERNING CODE AUTHORITY.
<br />3. MILL CERTIFICATES SHALL ACCOMPANY ALL STRUCTURAL STEEL. ALL STRUCTURAL
<br />STEEL SHALL BE IDENTIFIABLE IN THE FIELD WITH THE CORRESPONDING MILL
<br />CERTIFICATES.
<br />4. ALL BOLTS SHALL BE UNFINISHED, CONFORMING TO ASTM A307 OF SIZES SHOWN ON
<br />DRAWINGS, UNLESS NOTED OTHERWISE.
<br />5. HIGH STRENGTH BOLTS:
<br />A. PROVIDE HIGH STRENGTH BOLTS, NUTS AND WASHERS COMPLYING WITH
<br />ASTM A325. ALL HIGH STRENGTH BOLTS SHALL BE SLIP-CRITICAL HIGH STRENGTH
<br />BOLTS (A325-SC) UNLESS NOTED OTHERWISE.
<br />B. ASSEMBLE HIGH STRENGTH BOLTS IN COMPLIANCE WITH THE 'SPECIFICATION
<br />OF STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.' 2006 EDITION.
<br />C. TIGHTEN A325-N BOLTS TO A SMUG TIGHT CONDITION. TIGHTEN A325-SC BOLTS
<br />TO AT LEAST THE MINIMUM PROPER TENSION USING ONE OF THE
<br />FOLLOWING INDICATOR TIGHTENING.
<br />6. HEADED STUD ANCHORS SHALL BE MANUFACTURED FROM C1015, C1017, OR C1020
<br />COLD DRAWN STEEL CONFORMING TO ASTM A108. STUD SIZE SHALL BE AS NOTED ON
<br />PLANS.
<br />7. SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO
<br />FABRICATION. INDICATE A WELDING PROCEDURE FOR DUCTILE MOMENT FRAMES
<br />INCLUDING THE SEQUENCE OF WELDING AT GIRDER TO COLUMN AND COLUMN TO
<br />BASE PLATE CONNECTIONS AND COLUMN SPLICES AS WELL AS THE SEQUENCE OF
<br />WELDING WITHIN EACH FRAME. SHOP DRAWINGS SHALL BE SUBMITTED TO THE
<br />BUILDING DEPARTMENT, ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO
<br />FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN INTENT (MINIMUM OF 14
<br />WORKING DAYS) ALSO SEE NOTE #8, 9 & 10 BELOW.
<br />8. A WELDING PROCEDURE SPECIFICATION (W.P.S.) PER A.W.S. D1.1 SHALL BE
<br />DEVELOPED BY THE FABRICATOR/ERECTOR AND APPROVED BY THE ENGINEER OF
<br />RECORD OR HIS DESIGNEE. THE W.P.S. SHALL INCLUDE THE WELDING PARAMETERS
<br />RECOMMENDED BY THE ELECTRODE MANUFACTURER.
<br />9. COMPLETE JOINT PENETRATION GROOVE WELDS SHALL HAVE A FILLER METAL WITH A
<br />NOTCH TOUGHNESS OF 20 FOOT-POUNDS AVERAGE AT 0 DEGREES FAHRENHEIT.
<br />10. WELD STRUCTURAL STEEL IN COMPLIANCE WITH ANSI/AW S D1.1-04 WELDERS SHALL
<br />BE CERTIFIED AS REQUIRED BY THE GOVERNING CODE AUTHORITY. WELDING SHALL
<br />BE DONE BY THE ELECTRIC ARC PROCESS USING APPROVED COATED RODS. WELDING
<br />MAY BE PERFORMED USING THE SUBMERGED ARC PROCESS WITH AUTOMATIC
<br />WELDING (SAW-1). USE E-90xx LOW HYDROGEN ELECTRODES FOR WELDING OF
<br />REINFORCING STEEL. PERFORM SHOP WELDING BY AN APPROVED FABRICATOR.
<br />11. BUILDING STRUCTURAL STEEL IS DESIGNED FOR UNSHORED CONSTRUCTION UNLESS
<br />NOTED OTHERWISE.
<br />12. CAMBER STRUCTURAL STEEL BEAMS AND GIRDERS SUPPORTING FLOOR LOADS WITH
<br />SPANS GREATER THAN 15'-0” L/360 UNLESS NOTED OTHERWISE. DO NOT CAMBER
<br />MEMBERS BELOW ELEVATOR ENTRANCE DOORS.
<br />13. UNLESS A LARGER SIZE FILLET WIELD IS INDICATED, PROVIDE MINIMUM SIZE OF WELD
<br />PER AISC. WELD LENGTHS INDICATED ARE THE NET EFFECTIVE LENGTH REQUIRED.
<br />14. FIELD CUTTING OR BURNING OF STRUCTURAL STEEL IS NOT PERMITTED WITHOUT
<br />WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.
<br />15. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED IS PROHIBITED
<br />WITHOUT PROIR APPROVAL. IF APPROVED, THE CONTRACTOR SHALL HAVE THE
<br />CONNECTION TESTED BY ULTRASONIC TESTING METHOD BY AN INDEPENDENT
<br />TESTING LAB.
<br />16. AS REQUIRED APPLY SPRAYED FIREPROOFING OVER STRUCTURAL STEEL WITH
<br />MONOKOTE MK6/CBF OR MK/ED AS MANUFACTURED BY W.R. GRACE AND COMPANY AS
<br />APPROVED BY ICC ESR-1186. OBTAIN APPROVAL FOR SUBSTITUTE PRODUCTS AS
<br />INDICATED IN GENERAL SECTION. HOURLY FIRE RESISTIVE REQUIREMENTS SHALL BE
<br />DETERMINED USING TABLE 720.1(1) OF THE CBC AND BUILDING TYPES OF
<br />CONSTRUCTION AS INDICATED ON ARCHITECTURAL DRAWINGS.
<br />17. WHERE EXPOSED STEEL SURFACES ARE EXPOSED TO VIEW IN THE FINISHED WORK,
<br />USE ONLY MATERIALS THAT ARE SMOOTH AND FREE FROM SURFACE BLEMISHES.
<br />REMOVE SUCH BLEMISHES BY GRINDING OR WELDING AND GRINDING PRIOR TO
<br />CLEANING AND APPLICATION OF FINISHES.
<br />18. SHOP PRIME ALL STRUCTURAL STEEL, EXCEPT AT CONNECTION LOCATIONS, AND
<br />STEEL WHICH REQUIRES FIREPROOFING. FOR THE PROTECTION OF EXPOSED
<br />STRUCTURAL STEEL SEE ARCHITECTURAL DRAWINGS.
<br />19. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN THE NORMAL
<br />SIZE OF THE BOLT USED EXCEPT AS NOTED.
<br />20. FABRICATOR SHALL REVIEW THE WELDING PROCESS AND MATERIALS TO ENSURE
<br />CONFORMANCE WITH THE LATEST SAC/FEMA GUIDELINES AND RECOMMENDATIONS.
<br />21. MINIMUM NOMINAL TENSILE STENGTH OF WELD METAL SHALL BE 70 KSI.
<br />22. STRUCTURAL STEEL CONTRACTOR IS RESPONSIBLE FOR VERIFYING AND
<br />COORDINATING ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL
<br />DRAWINGS WITH ARCHITECTURAL DRAWINGS. IN CASE OF CONFLICTS THE ARCHITECT
<br />ENGINEER IS TO BE NOTIFIED.
<br />23. ALL GROUT UNDER STEEL BEARING PLATES SHALL BE SOLD DRYPACK OR NON-SHRINK
<br />GROUT PLACED AS DIRECTED BY THE MANUFACTURER. (F'c = 4,000 PSI MIN.)
<br />24. WELDING, OTHER THAN FIELD WELDING, SHALL BE DONE IN AN APPROVED
<br />FABRICATOR'S SHOP AND ACCOMPANIED BY A CERTIFICATE OF COMPLIANCE WITH
<br />THE APPROVED PLANS.
<br />REV DESCRIPTION DATE
<br />1031 W 1st St -
<br />101119950 & 4013927010/18/2024
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