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1.THE CONTRACTOR SHALL VERIFY ALL DIMENSION PRIOR TO STARTING
<br />CONSTRUCTION. THE DESIGN TEAM SHALL BE NOTIFIED OF ANY DISCREPANCIES
<br />OR INCONSISTENCIES.
<br />2.ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION
<br />OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION.
<br />ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
<br />PRIOR TO THE START OF CONSTRUCTION SO THAT CLARIFICATION CAN BE
<br />PROVIDED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT
<br />DOCUMENTS OR CODE REQUIREMENTS SHALL BE CORRECTED BY THE
<br />CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR
<br />ENGINEER.
<br />3.MATERIALS AND WORKMANSHIP TO CONFORM WITH PART TWO OF THE 2025
<br />EDITION OF THE CALIFORNIA BUILDING CODE, WITH CITY OF SANTA ANA
<br />AMENDMENTS AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
<br />4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL
<br />NOTES AND TYPICAL DETAILS. WHERE NOT DETAILS ARE GIVEN, CONSTRUCTION
<br />SHALL BE AS SHOWN FOR SIMILAR WORK.
<br />5.REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER’S
<br />INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST
<br />PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS
<br />THE DOCUMENT DATE IS SHOWN.
<br />6.DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING
<br />ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY
<br />REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY
<br />OCCUR.
<br />7.DO NOT SCALE THE DRAWINGS.
<br />8.THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE.
<br />THE CONTRACTOR SHALL PROVIDE MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE
<br />LIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION.
<br />OBSERVATION VISITS TO THE SITE BY THE ENGINEER WILL NOT INCLUDE
<br />OBSERVATION OF THE ABOVE NOTED ITEMS.
<br />9.INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS
<br />REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF
<br />ACCURACY. REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT
<br />DOCUMENTS TO THE OWNER. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS
<br />WITHOUT WRITTEN DIRECTION FROM THE OWNER.
<br />10.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE
<br />TO WORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS.
<br />EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS AND ADJACENT PROPERTY
<br />AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITH
<br />THIS WORK.
<br />11.REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR, ROOF
<br />AND WALL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE
<br />THE SIZE AND LOCATION OF OPENINGS ASSOCIATED WITH, BUT NOT LIMITED TO,
<br />ELECTRICAL, MECHANICAL AND PLUMBING TRADES. SUBMIT FINAL SIZING AND
<br />LOCATION REQUIREMENTS OF OPENINGS TO THE OWNER FOR REVIEW.
<br />12.CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF
<br />OR FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
<br />PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT
<br />ATTAINED DESIGN STRENGTH.
<br />I. GENERAL
<br />General Structural Notes
<br />1.VERSA-LAM TO COMPLY WITH ESR-1040 / LARR 24998. PARALLAM PSL AND
<br />MICROLLAMS LVL TO COMPLY WITH ESR-1387 / LARR 25202.
<br />2.MICROLLAMS LVL TO BE MANUFACTURED BY TRUSS JOIST WITH THE FOLLOWING
<br />PROPERTIES:
<br />FB = 2600 PSI FV = 285 PSI E = 2.0 E6 PSI
<br />3.NOTCH OR BORE MEMBERS ONLY WHERE APPROVED BY THE MANUFACTURER OR
<br />WHERE SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.
<br />IX. ENGINEERED WOOD PRODUCT
<br />1.GRAVITY LOADS:
<br />A. DEAD LOADS - VARY BASED ON ACTUAL BUILDING AND EQUIPMENT
<br />OPERATING WEIGHTS.
<br />
<br />B. LIVE LOADS:
<br />FLOOR = 50 PSF + 15 PSF PARTITIONS
<br />C. SNOW LOADS:
<br /> Pg = ZERO
<br />XII. DESIGN CRITERIA
<br />S0.1 GENERAL STRUCTURAL NOTES & SHEET INDEX
<br />S0.2 ABBREVIATIONS
<br />S2.0 PARTIAL FOUNDATION & SECOND FRAMING PLANS
<br />S2.1 PARTIAL ROOF FRAMING PLAN
<br />S4.0 CONCRETE DETAILS & SECTIONS
<br />S7.0 FRAMING DETAILS & SECTIONS
<br />Sheet Index
<br />MINIMUM DRY DENSITY LOCATIONS
<br />90%TRENCH AND WALL BACKFILL
<br />90%UPPER 6” OF SOIL BENEATH FILL
<br />90%FILL BENEATH SLAB ON GRADE
<br />90%FILL BENEATH FOOTINGS
<br />90%OTHER
<br />II. FOUNDATION AND SITE WORK
<br />1.THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON CODE MINIMUM
<br />ALLOWABLE SOIL BEARING AND PASSIVE PRESSURES.
<br />A. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
<br />REPORT MAY BE REQUIRED.
<br />2.FOOTINGS SHALL BEAR ON FIRM NATURAL SOILS OR PROPERLY COMPACTED FILL.
<br />MINIMUM DEPTH OF FOOTINGS BEYOND LOWEST ADJACENT FINAL GRADE SHALL
<br />BE 24”.
<br />3.LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER
<br />CONSTRUCTION.
<br />4.CONTRACTOR TO PROVIDE DE-WATERING, IF REQUIRED.
<br />5.REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEW
<br />CONSTRUCTION, UNLESS OTHERWISE INDICATED.
<br />6.NOTIFY THE OWNER IF ANY BURIED STRUCTURES NOT INDICATED, SUCH AS
<br />CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE FOUND.
<br />7.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES
<br />INCLUDING LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING
<br />CONSTRUCTION.
<br />8.REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS
<br />PRIOR TO PLACING CONCRETE.
<br />9.EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GEOTECHNICAL
<br />ENGINEER PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE
<br />GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.
<br />10.PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS
<br />ATTAINED FULL DESIGN STRENGTH. BRACE BUILDING AND PIT WALLS BELOW
<br />GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS AND SLABS ON GRADE
<br />ARE COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH.
<br />11.MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. PROVIDE THE
<br />FOLLOWING MINIMUM COMPACTION IN ACCORDANCE WITH THE ASTM D1557 TEST
<br />METHOD:
<br />12.PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS
<br />AS REQUIRED TO PREVENT AIR POCKETS AND/OR “HONEYCOMB” UNDER OR
<br />AROUND THE EXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR
<br />“HONEYCOMB” UNDER OR AROUND THE MEMBERS IS NOT ACCEPTABLE.
<br />1.REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF
<br />THE CODE, ASTM A615, GRADE 60 UNO.
<br />2.BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER MATERIALS LIKELY TO IMPAIR
<br />BOND. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
<br />3.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. WWF SHALL BE
<br />SUPPORTED ON APPROVED CHAIRS. WELD REINFORCING STEEL IN ACCORDANCE
<br />WITH AWS D1.4 USING QUALIFIED WELDERS.
<br />III. REINFORCING STEEL
<br />1.EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB-TZ OR SIMPSON
<br />STRONG-BOLT 2.
<br />2.PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED
<br />TO WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER
<br />LOCATIONS, UNLESS OTHERWISE NOTED.
<br />3.THE SPECIAL INSPECTOR SHALL BE ON THE JOBSITE CONTINUOUSLY DURING
<br />ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN THE ICC-ES ESR, TO
<br />VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE
<br />COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE
<br />DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.
<br />4.WHERE POST-INSTALLED MECHANICAL ANCHORS ARE USED FOR NON-VIBRATORY
<br />ISOLATED MECHANICAL EQUIPMENT RATED OVER 10 HP (7.45 KW), THEY SHALL BE
<br />QUALIFIED IN ACCORDANCE WITH ACI 355.2
<br />5.WHEN INSTALLING DRILLED-IN ANCHORS, USE CARE AND CAUTION TO AVOID
<br />CUTTING OR DAMAGING EXISTING REBAR. IF REINFORCEMENT IS ENCOUNTERED
<br />DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE
<br />REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH,
<br />WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE
<br />ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE
<br />ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL
<br />DETERMINE A NEW LOCATION.
<br />6.LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO
<br />FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH
<br />MECHANICAL ANCHORS.
<br />7.MINIMUM EMBEDMENT OF ANCHORS, UNLESS OTHERWISE NOTED:
<br />VI. MECHANICAL ANCHORS (PROVIDE SPECIAL INSPECTION)
<br />ANCHOR DIA WEDGE EMBEDMENT
<br />3/8"2"
<br />1/2"2"
<br />5/8"3 1/8"
<br />3/4"3 3/4"
<br />1.ANCHORS AND DOWELS INSTALLED INTO CONCRETE SHALL BE AS FOLLOWS,
<br />UNLESS OTHERWISE NOTED IN THE DRAWINGS: SIMPSON SET-XP (ICC-ES ESR-2508
<br />WITH LABC SUPPLEMENT) OR HILTI HIT-RE 500-V3 (ICC-ES ESR-3814 WITH LABC
<br />SUPPLEMENT) OR DEWALT/POWERS PURE 110+ (ICC-ES ESR-3298 WITH LABC
<br />SUPPLEMENT). ANCHORS AND DOWELS INSTALLED INTO GROUT-FILLED MASONRY
<br />UNITS OR HOLLOW MASONRY: SIMPSON SET-XP (IAPMO ER-265 WITH LABC
<br />SUPPLEMENT) OR HILTI HIT-HY 270 (ICC-ES ESR4143 WITH LABC SUPPLEMENT) OR
<br />DEWALT/POWERS AC100+GOLD (ICC-ES ESR 3200 WITH LABC SUPPLEMENT).
<br />ANCHORS INSTALLED INTO BRICK: HILTI HIT-HY 270 (ICC-ES ESR 4143 WITH LABC
<br />SUPPLEMENT).
<br />EMBEDMENT DEPTH FOR ANCHORS AND DOWELS IS AS FOLLOWS, UNLESS
<br />OTHERWISE NOTED:
<br />2.ANCHORS: ASTM A193, GRADE B7 THREADED RODS WITH ASTM A 563 GRADE DH
<br />NUTS, UNLESS OTHERWISE NOTED.
<br />3.DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.
<br />4.REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND DOWELS
<br />PRIOR TO INSTALLATION.
<br />5.THE DIAMETER OF THE HOLES IS PER THE MANUFACTURER’S INSTRUCTIONS. DRILL
<br />HOLES FOR ANCHORS AND DOWELS IN UNREINFORCED BRICK MASONRY WITH A
<br />NON-IMPACT ROTARY DRILL. PRIOR TO INSTALLING ANCHORS OR DOWELS, WIRE
<br />BRUSH HOLES TO REMOVE RESIDUE, BLOW OUT WITH OIL-FREE COMPRESSED AIR,
<br />AND ALLOW HOLE TO DRY.
<br />6.PLACE ADHESIVE WITH THE MANUFACTURER’S RECOMMENDED APPLICATION TOOL
<br />TO A DEPTH AS SPECIFIED BY THE MANUFACTURER AND TO MINIMIZE THE AMOUNT
<br />OF ADHESIVE THAT WILL OVERFLOW OUT OF THE HOLE WHEN THE BAR IS
<br />INSERTED. REMOVE EXCESS ADHESIVE ON THE ADJACENT SURFACES.
<br />7.INSERT THE ANCHOR OR DOWEL IN THE HOLE WITH A TWISTING MOTION TO THE
<br />REQUIRED EMBEDMENT DEPTH. DO NOT PUMP THE ANCHOR OR DOWEL IN AND
<br />OUT OF THE HOLE.
<br />ROD DIA OR BAR SIZE EMBEDMENT
<br />1/2" OR #4 2 3/4"
<br />5/8" OR #5
<br />3/4" OR #6
<br />7/8" OR #7
<br />1" OR #8
<br />3 1/8"
<br />3 1/2"
<br />3 3/4"
<br />4"
<br />VII. ADHESIVE ANCHORS AND DOWELS (PROVIDE SPECIAL INSPECTION)
<br />1.FRAMING LUMBER: DOUGLAS FIR (COAST REGION) GRADED AND MARKED IN
<br />ACCORDANCE WITH THE STANDARD GRADING RULES NO. 17 OF THE WEST COAST
<br />LUMBER INSPECTION BUREAU (W.C.L.I.B.) OR WESTERN LUMBER GRADING RULES,
<br />OF THE WESTERN WOOD PRODUCTS ASSOCIATION (W.W.P.A.). USE LUMBER OF THE
<br />FOLLOWING GRADES:
<br />2.PANEL SHEATHING: IDENTIFY WOOD STRUCTURAL PANELS WITH THE APPROPRIATE
<br />TRADEMARK OF APA-THE ENGINEERED WOOD ASSOCIATION AND MEET THE
<br />REQUIREMENTS OF THE VOLUNTARY PRODUCT STANDARD PS-1 OR PS-2 AND APA
<br />PRP-108 PERFORMANCE STANDARD.
<br />A.PANEL SHEATHING TO BE EXPOSURE 1.
<br />B.PLYWOOD PANELS TO BE 5-PLY MINIMUM, EXCEPT 3/8” PANELS TO BE 3-PLY
<br />MINIMUM.
<br />C.PLYWOOD TO BE CC GRADE AT LOCATIONS EXPOSED TO WEATHER; CD
<br />GRADE ELSEWHERE.
<br />D.PROVIDE THE FOLLOWING GRADE AND SPAN RATINGS:
<br />3.ROUGH HARDWARE:
<br />A.NAILS: COMMON WIRE NAILS, FEDERAL SPECIFICATION FF-N-105B,
<br />STANDARD LENGTHS. U.O.N. USE HOT-DIPPED ZINC-COATED GALVANIZED
<br />NAILS FOR EXTERIOR INSTALLATIONS AND WHEN PENETRATING PRESSURE
<br />TREATED OR FIRE-RETARDANT LUMBER.
<br />B.BOLTS AND THREADED RODS: ASTM A307, SQUARE OR HEXAGONAL HEAD
<br />MACHINE BOLTS WITH ASTM A563 NUTS. USE MALLEABLE IRON WASHERS
<br />UNDER HEAD AND NUT WHEN IN CONTACT WITH WOOD. USE HOT DIPPED
<br />GALVANIZED PRODUCTS.
<br />C.LAG SCREWS: ASTM A307, ANSI/ASME STANDARD B18.2.1. USE ANSI B18.22.1
<br />WASHERS UNDER HEAD WHEN IN CONTACT WITH WOOD.
<br />D.SCREWS: ASTM A307, ANSI/ASME STANDARD B18.6.1. USE CADMIUM-PLATED
<br />PAN OR ROUND HEADED SCREWS AT STEEL TO WOOD AND WOOD-TO-WOOD
<br />CONNECTIONS.
<br />E.MISCELLANEOUS STEEL: ASTM A36.
<br />F.BOLTS, NUTS, WASHERS, STRAPS AND OTHER HARDWARE EXPOSED TO THE
<br />WEATHER TO BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL.
<br />G.FRAMING CLIPS, SHEET METAL STRAPS, ETC TO BE SIMPSON WITH Z-MAX
<br />GALVANIZED FINISH FOR ALL PIECES EXPOSED TO THE WEATHER.
<br />DESIGNATIONS ON DRAWINGS ARE BASED ON SIMPSON CATALOG NUMBERS.
<br />4.NAILING:
<br />A.DRIVE NAILS PERPENDICULAR TO THE GRAIN, U.O.N.
<br />B.PREDRILL HOLES TO 3/4 OF NAIL DIAMETER WHERE SPECIFIED AND WHEN
<br />WOOD TENDS TO SPLIT.
<br />C.AIR-DRIVEN NAILS TO BE FULL-HEADED NAILS. DO NOT OVERDRIVE NAILS.
<br />D.PANEL SHEATHING:
<br />1. AT FLOOR AND ROOF SHEATHING, USE RING SHANK NAILS. USE SMOOTH
<br />SHANK NAILS AT WALLS.
<br />2. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOB SITE
<br />DEMONSTRATION FOR EACH PROJECT AND APPROVAL BY THE OWNER’S
<br />REPRESENTATIVE. NAIL HEADS THAT PENETRATE THE OUTER PLY MORE
<br />THAN WOULD BE NORMAL FOR A HAND HAMMER OR IF THE MINIMUM
<br />ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED THE INSTALLATION IS
<br />UNSATISFACTORY. MACHINE NAILING IS NOT APPROVED IN 5/16” OR LESS
<br />SHEATHING.
<br />3. GLUE FLOOR SHEATHING AT ALL POINTS OF CONTACT.
<br />5.BOLT AND SCREW INSTALLATION:
<br />A.DRILL BOLT HOLES A MAXIMUM OF 1/16 INCH LARGER IN DIAMETER THAN
<br />THE BOLT NOMINAL DIAMETER.
<br />B.DRILL PRE-BORED LEAD HOLES FOR WOOD SCREWS AS FOLLOWS.
<br />1. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF
<br />THE UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT 7/8 THE
<br />DIAMETER OF THE WOOD SCREW.
<br />2. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE SCREW WITH
<br />A DRILL BIT WHOSE DIAMETER IS 7/8 THE DIAMETER OF THE SCREW AT THE
<br />ROOT OF THE THREAD.
<br />3. INSERT THE SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A
<br />HAMMER.
<br />4. LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.
<br />VIII. ROUGH CARPENTRY
<br />PANEL THICKNESS MINIMUM GRADE
<br />3/8 STRUCTURAL 1
<br />7/16
<br />15/32
<br />19/32 AND 5/8
<br />3/4
<br />ROOF/FLOOR RATING
<br />7/8 AND 1
<br />1 1/8
<br />STRUCTURAL 1
<br />STRUCTURAL 1
<br />CD/CC
<br />CD/CC
<br />CD/CC
<br />CD/CC
<br />24/0
<br />24/16
<br />32/16
<br />40/20
<br />48/24
<br />54/32
<br />60/48
<br />MEMBER MOISTURE CONTENT
<br />STUDS
<br />19%
<br />JOIST, PLANKS AND PLATES
<br />BEAMS, 5" & WIDER
<br />WOOD/GRADE
<br />D.F. #1 PRESSURE OR
<br />PRESERVATIVE TREATED
<br />D.F. #2
<br />BEAMS, 4" & NARROWER
<br />POST, 6x6 & LARGER
<br />POST, 4x6 & SMALLER
<br />FRAMING BLOCKING & BRIDGING
<br />PLYWOOD BLOCKING
<br />BACKING, STRIPPING AND FURRING
<br />SILLS
<br />19%
<br />15%
<br />GREEN
<br />GREEN
<br />GREEN
<br />19%
<br />15%
<br />19%
<br />19%
<br />D.F. #1
<br />D.F. SELECT STRUCTURAL
<br />D.F. #1
<br />D.F. SELECT STRUCTURAL
<br />D.F. #1
<br />D.F. #2
<br />D.F. #1
<br />CONSTRUCTION
<br />1.AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED
<br />BY THE OWNER TO PERFORM THE FOLLOWING TESTS AND INSPECTION. PROVIDE
<br />ACCESS AND FURNISH SAMPLES TO THE AGENCY AS REQUIRED BY THE CONTRACT
<br />DOCUMENTS.
<br />2.IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY
<br />REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY WITH THE
<br />CONTRACT DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY
<br />REPAIRS WILL BE MADE AT THE CONTRACTOR'S EXPENSE.
<br />3.THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH
<br />THE REQUIREMENTS OF THE CHAPTER "STRUCTURAL TESTS AND INSPECTIONS" OF
<br />THE CODE OF THE GOVERNING JURISDICTION AS NOTED IN THE GENERAL SECTION
<br />OF THESE GENERAL NOTES.
<br />4.NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS IN
<br />ADVANCE AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL
<br />OBSERVATIONS:
<br />A.FOUNDATIONS
<br />1. REINFORCEMENT
<br />B.STEEL FRAMING
<br />1. GENERAL
<br />X. STRUCTURAL TESTS, INSPECTIONS AND OBSERVATIONS
<br />REINFORCING STEEL
<br />EARTHWORK/FOUNDATIONS
<br />Review Mill Certificates & Test Reports
<br />Sample & Test:
<br />Placement Inspection
<br />Welding Inspection
<br />Test Existing Reinforcing for Weldability
<br />Reinforcing Bars Welded Wire Fabric
<br />Review of Import Material Test Reports
<br />Acceptance Tests of Materials
<br />Placement And Excavation Inspection Continuous As Ordered
<br />Compaction Test
<br />Bearing Capacity Test
<br />Pile Driving Inspection
<br />Pier & Caisson Drilling Inspection
<br />MISCELLANEOUS
<br />Plywood Nailing
<br />Drilled-In Concrete Anchors
<br />Epoxy or Grouted Dowels
<br />Bolts Cast in Concrete
<br />Ceiling Hanger & Bracing Wires
<br />Cold Form Metal Framing Welding
<br />CONCRETE, SHOTCRETE, GROUT & MORTAR
<br />ShotcreteConcrete Grout Mortar
<br />Aggregate Tests
<br />Cement Test
<br />Mix Design Review
<br />Continuous Batch Plant Inspection
<br />Batch Plant Inspections
<br />Cast, Pickup, And Compression Test Samples
<br />Slump, Entrained Air, & Temperature Test
<br />Unit Weight Test Wet Dry
<br />Shrinkage Test
<br />Placement Inspection
<br />Core & Test
<br />1.SHOP DRAWINGS, CALCULATIONS, SAMPLES, ETC. FOR THE FOLLOWING ITEMS
<br />SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW A MINIMUM OF 15 WORKING
<br />DAYS PRIOR TO FABRICATION OF WORK:
<br />A.CONCRETE MIX DESIGN SHALL BE STAMPED AND SIGNED BY SUPPLIER'S
<br />PROFESSIONAL ENGINEER.
<br />B.STEEL REINFORCEMENT.
<br />C.CONCRETE CURING METHODS.
<br />D.ANY SUBSTITUTIONS TO THE PRODUCTS SPECIFIED.
<br />2.REVIEW OF SHOP DRAWINGS DOES NOT CONSIDER CHANGES OR DEVIATIONS TO
<br />THE CONTRACT DOCUMENTS AND SHOULD NOT BE CONSTRUED AS APPROVAL OF
<br />ANY SUCH ITEM.
<br />XI. SUBMITTALS
<br />1
<br />1
<br />6.WORK SHALL MEET THE REQUIREMENTS OF THE AMERICAN IRON AND STEEL
<br />INSTITUTE (AISI) DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS, LATEST
<br />EDITION, IN ADDITION TO THE APPLICABLE CODES LISTED IN THESE GENERAL NOTES.
<br />7.FIELD WELDING TO BE DONE BY THE LADBS FOR LIGHT GAUGE STEEL. CONTINUOUS
<br />INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED.
<br />8.SEE ARCHITECTURAL DRAWINGS FOR SIZE, LOCATIONS AND EXTENT OF METAL
<br />STUDS NOT SHOWN OR NOTED IN STRUCTURAL DRAWINGS.
<br />9.PRIOR TO PLACING JOIST ABOVE BEARING WALL, PROVIDE STABALIZING ELEMENTS
<br />INCLUDING BRACES, STIFFENER PLATES, ETC. SO AS NOT TO IMPOSE ECCENTRIC
<br />LOADING, TWISTING OR WARPING OF STRUCTURAL MEMBERS. CONTRACTOR IS
<br />RESPONSIBLE FOR INSTALLATION & MATERIAL COSTS OF STABALIZING ELEMENTS.
<br />10.ALL SCREWS TO BE SELF-DRILLING, SELF-TAPING "TEK" SCREW (SDSTS) OR EQUAL
<br />S.M.S., PROVIDE 1/2" MIN EDGE DISTANCE & SPACING FOR ALL SCREWS UNLESS
<br />OTHERWISE NOTED.
<br />11.ALL WELDING SHALL BE MADE USING AWS TYPE 6013 OR 7014 ROD.
<br />12.ALL POWDER ACTUATED FASTENERS TO BE 0.157"Ø HILTI X-U W/ 1 1/4" MIN EMBED
<br />(ESR 2269).
<br />13.DO NOT SPLICE STUDS OR TOP TRACKS.
<br />14.INSTALL FRAMING LEVEL, PLUMB AND ALIGNED OVER THE FULL HEIGHT OF THE
<br />BUILDING TO A MAX TOLERANCE OF 1/8" IN 10'-0".
<br />15.PROVIDE MIN 1/2" GYPSUM BOARD SHEATHING ON EACH SIDE OF METAL STUD WALL
<br />WITH #6 S.M.S. FASTENERS @ 8/12 EDGE/FIELD, UNLESS OTHERWISE NOTED. WHERE
<br />WALLS ARE NOT SHEATHED ON BOTH SIDES. PROVIDE BRACING PER -/--.
<br />16.GYPSUM BOARD PANEL SHEATHING (ALLOWABLE SHEAR = 90 LBS/FT PER SIDE)
<br />A. GYPSUM BOARD SHALL COMPLY WITH ATSM C1396/C1396M.
<br />B. GYPSUM BOARD SHALL BE APPLIED PERPENDICULAR TO FRAMING WITH STRAP
<br /> BLOCKING BEHIND THE HORIZONTAL JOINT AND WITH SOLID BLOCKING BETWEEN
<br /> THE FIRST TWO END STUDS, AT EACH END OF THE WALL, OR APPLIED VERTICALLY
<br /> WITH ALL EDGES ATTACHED TO FRAMING MEMBERS.
<br />C. SCREWS USED TO ATTACH GYPSUM BOARD SHALL BE MINIMUM NO. 6 IN
<br /> ACCORDANCE WITH ASTM C954 OR ASTM C1002, AS APPLICABLE.
<br />4.REINFORCING BAR SPLICES SHALL BE MADE AS INDICATED ON THE DRAWINGS. LAP
<br />ALL HORIZONTAL BARS AT CORNERS AND INTERSECTIONS. STAGGER ALL SPLICES
<br />UNLESS NOTED OTHERWISE ON PLANS.
<br />5.ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE
<br />FINAL IN-PLACE INSPECTION IS MADE.
<br />6.WHERE WELDING OF REINFORCING IS APPROVED BY THE STRUCTURAL ENGINEER,
<br />IT SHALL BE DONE BY AWS CERTIFIED WELDERS USING E90XX OR APPROVED
<br />ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS
<br />OF STRUCTURAL WELDING CODE- REINFORCING STEEL", AWS-D1.4, LATEST
<br />REVISION. REINFORCING BARS TO BE WELDED SHALL CONFORM TO THE
<br />REQUIREMENTS OF ASTM A-706.
<br />7.BARS IN SLABS SHALL BE SECURELY SUPPORTED ON WELL-CURED CONCRETE
<br />BLOCKS OR APPROVED METAL CHAIRS, PRIOR TO PLACING CONCRETE.
<br />8.REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "A.C.I.
<br />MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
<br />STRUCTURES", LATEST EDITION.
<br />9.MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE SUBMITTED PRIOR TO
<br />PLACEMENT OF CONCRETE.
<br />10.PROVIDE INSPECTION OF CONCRETE PER SPECIAL INSPECTION NOTES SECTION.
<br />INSPECTION SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL,
<br />CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO
<br />PLACEMENT OF OVERLYING GRIDS OR REINFORCING STEEL.
<br />11.ALL GRADE 60 REINFORCING STEEL SHALL BE CLEARLY MARKED TO
<br />DIFFERENTIATE THEM FROM OTHER GRADE REINFORCING STEEL IF
<br />CONCURRENTLY ON SITE.
<br />12.MECHANICAL COUPLERS MAY BE USED IN PLACE OF LAP SPLICES. MIN CLEAR
<br />COVER TO THE COUPLERS MUST BE MAINTAINED PER NOTE 13. REFER TO IAPMO
<br />ER-0129 FOR CONDITIONS OF USE, SPECIAL INSPECTIONS, & REQUIREMENTS FOR
<br />PREPARING REBAR ENDS.
<br />13.TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE
<br />SHOWN.
<br />IV. CAST-IN-PLACE CONCRETE
<br />1.CONCRETE IS REINFORCED AND CAST-IN -PLACE UNLESS OTHERWISE
<br />NOTED. WHERE REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS
<br />ARE NOT GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR
<br />CONDITIONS, SUBJECT TO REVIEW BY THE OWNER’S REPRESENTATIVE.
<br />2.ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH
<br />AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.
<br />LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS. SUBMIT
<br />ALTERNATE JOINT LOCATIONS OR JOINTS NOT SHOWN TO THE OWNER’S
<br />REPRESENTATIVE FOR REVIEW AND APPROVAL PRIOR TO PROCEEDING WITH THE
<br />WORK.
<br />3.AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE,
<br />ROUGHEN CONTACT SURFACES TO 1/4 INCH AMPLITUDE AND CLEAN OF LAITANCE,
<br />FOREIGN MATTER, AND LOOSE PARTICLES.
<br />4.AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY,
<br />THOROUGHLY ROUGHEN CONTACT SURFACES BY LIGHT SANDBLASTING OR OTHER
<br />SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE
<br />PARTICLES.
<br />5.REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF
<br />ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.
<br />6.CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS
<br />OTHERWISE NOTED:
<br />7.CONCRETE TYPE:
<br />8.CONTINUOUSLY MOIST CURE CONCRETE SLABS-ON-GRADE FOR 7 DAYS MINIMUM.
<br />WATER FOG SPRAYS, PONDING, SATURATED ABSORPTIVE COVERS, MOISTURE
<br />RETAINING COVERS OR CURING COMPOUNDS MAY BE USED.
<br />9.CONCRETE FILL THICKNESS SHOWN ON THE FRAMING PLANS ARE MINIMUM
<br />THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE
<br />FILL REQUIRED TO COMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS
<br />TO MAINTAIN SURFACE TOLERANCES SPECIFIED.
<br />10.NON-SHRINK GROUT, 7000 PSI: “EUCO-NS" BY EUCLID CHEMICAL COMPANY (LARR
<br />25221).
<br />11.CONCRETE SLABS ON GRADE HAVE A MAXIMUM SHRINKAGE OF 0.052% AT 28 DAYS.
<br />CONTRACTOR TO SUBMIT SUBSTANTIATING DATA WITH MIX DESIGNS.
<br />LOCATION
<br />CONCRETE PLACED AGAINST EARTH
<br />CLEAR COVER
<br />3 INCHES
<br />FORMED SURFACES EXPOSED TO WEATHER OR IN
<br />CONTACT WITH EARTH:
<br /> #6 BARS AND LARGER
<br /> #5 BARS AND SMALLER
<br />2 INCHES
<br />1 1/2 INCHES
<br />SLABS ON GRADE (TOP CLEARANCE)1 1/2 INCHES
<br />BEAMS, GIRDERS AND COLUMNS NOT EXPOSED TO
<br />WEATHER OR EARTH
<br />1 1/2 INCHES
<br />WALL OR SLAB SURFACES NOT EXPOSED TO
<br />WEATHER OR EARTH:
<br /> #5 & SMALLER
<br /> #6 & #7
<br /> #8, #9, #10 & #11
<br /> #14 & #18
<br />3/4 INCH
<br />1 INCH
<br />1 1/2 INCHES
<br />2 1/2 INCHES
<br />CONCRETE USE 28-DAY
<br />STRENGTH (PSI)
<br />4,000FOOTINGS
<br />DENSITY (PCF)
<br />150
<br />W/C RATIO
<br />0.55
<br />4,000SLAB-ON-GRADE 150 0.45
<br />RETAINING WALLS 5,000 150 0.55
<br />1.ALL METAL STUDS SHALL BE PER S.S.M.A. ICC-ER-3064P.
<br />2.ALL FRAMING MEMBERS SHALL BE OF THE TYPE SHOWN ON THE DRAWINGS.
<br />3.ALL 10, 12, AND 14 GAUGE JOISTS SHALL BE FORMED FROM STEEL CONFORMING TO
<br />THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 50,000
<br />PSI.
<br />4.ALL 16 GAUGE JOISTS, TRACKS, AND STUDS SHALL BE FORMED FROM STEEL
<br />CONFORMING TO THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD
<br />STRENGTH OF 50,000 PSI.
<br />5.ALL 18 AND 20 GAUGE JOISTS, TRACKS, STUDS, BRIDGING, ENCLOSURES AND OTHER
<br />ACCESSORIES SHALL BE FORMED FROM STEEL CONFORMING TO THE
<br />REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 50,000 PSI.
<br />V. LIGHT GAUGE METAL FRAMING
<br />8.WEDGE BARS TIGHT AND CENTERED IN THE HOLE WITH WOODEN WEDGES (GOLF
<br />TEES) TO HOLD IT IN PLACE UNTIL THE ADHESIVE SETS.
<br />9.IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE
<br />HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2
<br />ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE
<br />BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE
<br />WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS
<br />NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.
<br />10.LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO
<br />FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH
<br />ADHESIVE ANCHORS.
<br />11.SPECIAL INSPECTION REQUIREMENTS WILL BE INDICATED BY SECTION 4 OF THE
<br />ICC EVALUATION SERVICE REPORT. THE SPECIAL INSPECTOR SHALL VERIFY THE
<br />ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE
<br />STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE DISTANCES, SLAB
<br />THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.
<br />12.PROVIDE CONTINUOUS SPECIAL INSPECTION OF ADHESIVE ANCHORS OR
<br />POST-INSTALLED REINFORCING BARS INSTALLED IN HORIZONTAL OR UPWARDLY
<br />INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS AS INDICATED BY
<br />SECTION 4 OF THE ICC EVALUATION SERVICE REPORT.
<br />13.INSTALLATION OF ANCHORS AND POST-INSTALLED REINFORCING BARS IN
<br />HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED
<br />TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN
<br />APPLICABLE CERTIFICATION PROGRAM AS INDICATED BY SECTION 5 OF THE ICC
<br />EVALUATION SERVICE REPORT.
<br />14.ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21
<br />DAYS (ACI 318-11 D.2.2)
<br />C.DRILL PRE-BORED LEAD HOLES FOR LAG SCREWS AS FOLLOWS.
<br />1. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF
<br />THE UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT OF THE
<br />SAME DIAMETER AS THE LAG SCREW.
<br />2. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE LAG SCREW
<br />WITH A DRILL BIT WHOSE DIAMETER IS 60 PERCENT OF THE NOMINAL LAG
<br />SCREW DIAMETER.
<br />3. INSERT LAG SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A
<br />HAMMER.
<br />4. LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.
<br />1.INSTALL SOLID BLOCKING BETWEEN JOISTS AT ENDS AND OVER SUPPORTS.
<br />PROVIDE 2 INCH BY 3 INCH CROSS BRIDGING, METAL BRIDGING, OR SOLID
<br />BLOCKING BETWEEN JOISTS IN SPANS EQUALLY SPACED 8 FEET ON CENTER
<br />MAXIMUM AND WHERE INDICATED.
<br />2.DO NOT USE WOOD SHINGLE SHIMS UNDER STUDS, JOISTS, BEAMS, OR POSTS.
<br />GENERAL STRUCTURAL NOTES
<br />& SHEET INDEX
<br />S0.1
<br />N
<br />ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND
<br />UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED
<br />WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED.
<br />PROJECT NO.CHECKED BY
<br />SHEET NO.
<br />SCALE @ ARCH E1
<br />SHEET NAME
<br />CLIENT NAME
<br />ARCHITECT'S STAMP
<br />PROJECT TEAM
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<br />As indicated24026.3
<br />sna1610ph4 - PHASE 4
<br />1610 E ST ANDREW PL, SUITE 240
<br />SANTA ANA, CA 92705
<br />COLLECTORS
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