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GENERAL NOTES
<br />\Ain n n
<br />CONCRETE
<br />CITY OF SANTA ANA
<br />v_o
<br />ncyI
<br />1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS
<br />AT THE JOB SITE, AND SHALL BE RESPONSIBLE FOR COORDINATING THE
<br />WORK OF ALL TRADES AND CONDITIONS OF ALL WORK AND MATERIALS
<br />INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS. ANY DISCREPANCIES
<br />SHALL BE CALLED TO THE ATTENTION OF THE STRUCTURAL ENGINEER
<br />IMMEDIATELY AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK.
<br />2. ALL MATERIALS AND WORKMANSHIP SHALL BE PERFORMED IN ACCORDANCE
<br />WITH 2O22 CALIFORNIA BUILDING CODE AS ADOPTED BY THE CITY.
<br />3. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS,
<br />SECTIONS AND DETAILS.
<br />4. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER
<br />GENERAL NOTES AND TYPICAL DETAILS.
<br />5. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS
<br />SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.
<br />6. OPENINGS, POCKETS, SLEEVES, ETC., SHALL NOT BE PLACED IN SLABS,
<br />BEAMS, WALLS, COLUMNS AND FOOTINGS UNLESS SPECIFICALLY DETAILED
<br />ON THE STRUCTURAL DRAWINGS.
<br />7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED
<br />FLOORS OR ROOF. LOADS SHALL NOT EXCEED DESIGN LIVE LOADS FOR
<br />EACH PARTICULAR LEVEL. PROVIDE ADEQUATE SHORING AND BRACING IF
<br />LOAD EXCEED DESIGN LIVE LOAD OR WHERE STRUCTURE HAS NOT ATTAINED
<br />DESIGN STRENGTH.
<br />8. THIS SET OF DRAWINGS REPRESENT THE FINISHED STRUCTURE, METHOD OF
<br />CONSTRUCTION NOT NECESSARY INDICATED, THE CONTRACTOR SHALL
<br />PROVIDE ALL MEASURES NECESSARY TO PROJECT THE STRUCTURE,
<br />WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES
<br />SHALL INCLUDE BUT NOT BE LIMITED TO BRACING, SHORING, SCAFFOLDING,
<br />ETC.
<br />9. DESIGN CODE: 2022 CBC
<br />A. ROOF DESIGN LOADS:
<br />• ROOF DEAD LOAD = 15.0 PSF
<br />• ROOF LIVE LOAD = 20.0 PSF (REDUCIBLE PER CBC 2022)
<br />B. WIND DESIGN:
<br />• BASIC WIND SPEED = 95.0 MPH
<br />• RISK CATEGORY = II
<br />• WIND EXPOSURE = C
<br />C. SEISMIC DESIGN:
<br />• SEISMIC IMPORTANCE FACTOR, 1 = 1.0
<br />• RISK CATEGORY = II
<br />• SITE CLASS = D-DEFAULT
<br />• Ss = 1.295
<br />• S1 = 0.464
<br />• SDt = NULL
<br />• SDs = 1.036
<br />• Fa = 1.2
<br />• BASIC SEISMIC -FORCE -RESISTING SYSTEM:
<br />BEARING WALL SYSTEM
<br />LIGHT -FRAMED WALLS SHEATHED W/WOOD STRUCTURAL PANELS
<br />RATED FOR SHEAR RESIST.
<br />• DESIGN BASE SHEAR, V = 0.145W
<br />• SEISMIC RESPONSE COEFFICIENT, Cs = 0.145
<br />• RESPONSE MODIFICATION FACTOR, R = 6.5
<br />• ANALYSIS PROCEDURE.
<br />ALLOWABLE STRESS LOAD COMBINATION
<br />• REDUNDANCY FACTOR, P = 1.3
<br />FOUNDATION
<br />1. AS A CALIFORNIA LICENSED ARCHITECT/ENGINEER, I HAVE CLASSIFIED THE
<br />UNDISTURBED NATIVE SOILS TO BE TYPE 5 AND I HAVE ASSIGNED A
<br />FOUNDATION PRESSURE OF 1500 PSF FOR THE DESIGN OF FOUNDATIONS
<br />RELATED TO THIS PROJECT.
<br />2. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL SHALL BE PROPERLY COMPACTED.
<br />3. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO FULLY PROTECT
<br />ADJACENT PROPERTIES.
<br />4. ALL SITE PREPARATION SUCH AS GRADING AND COMPACTION OF THE FILL SHALL
<br />BE PERFORMED UNDER THE SOILS ENGINEER'S SUPERVISION. THE CONTRACTOR
<br />SHALL FOLLOW THE SOILS ENGINEER'S RECOMMENDATIONS AS INCLUDED IN THE
<br />SOILS REPORT AND ANY ADDITIONAL RECOMMENDATIONS DURING CONSTRUCTION.
<br />5. ALL FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE SOIL
<br />ENGINEER PRIOR TO PLACING CONCRETE.
<br />6. BACK FILL SHALL NOT BE PLACED UNTIL SUPPORTING FOUNDATIONS, WALLS AND
<br />SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT THE APPLIED LATERAL
<br />SOIL PRESSURE.
<br />7. NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTINGS OR
<br />UNDER CONTINUOUS WALL FOOTINGS, GRADE BEAMS, ECT. UNLESS SPECIFICALLY
<br />DETAILED ON THESE PLANS.
<br />8. FOUNDATION DESIGN SHALL BE 24" MINIMUM BELOW LOWEST ADJACENT FINAL
<br />GRADE, AND 12" MINIMUM WIDTH, BEAR ON FIRM NATIVE OR PROPERLY
<br />COMPACTED SOILS.
<br />9. SUBGADE SHALL BE 2" SAND OVER POLYETHYLENE FILM VAPOR BARRIER.
<br />10. SIDE OF FOUNDATION MAY BE POURED AGAINST STABLE EARTH
<br />UNLESS SHOWN OR NOTED OTHERWISE.
<br />1 1. CONTRACTOR SHALL PROVIDE TEMPORARY AND PERMANENT DEWATERING FOR
<br />EITHER SURFACE WATER, GROUND WATER OR SEEPAGE WATER.
<br />12. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC.
<br />ENCOUNTERED DURING EXCAVATIONS AND BACKFILLING.
<br />13. CONTRACTOR SHALL PROVIDE AND INSTALL ALL CRIBBING SHEATHING AND
<br />SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANK.
<br />14. CONTRACTOR SHALL BRACE OR PROTECT FROM LATERAL LOADS FOR THE PIT
<br />AND RETAINING WALLS UNTILL ATTACHING SLABS ARE COMPLETELY IN PLACE AND
<br />HAVE ATTAINED FULL STRENGTH.
<br />15. No VERTICAL EXCAVATIONS 5'-0" OR MORE IN DEPTH INTO WHICH
<br />A PERSON IS REQUIRED TO DESEND SHALL BE PERMITTED.
<br />16. SATURATE THE SOIL 18" DEEP BEFORE PLACING THE CONCRETE SLAB.
<br />17. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION.
<br />18. THE STRUCTRUE WILL BE LOCATED ENTIRELY ON UNDISTURBED NATIVE SOIL. IF THE
<br />BUILDING INSPECTOR SUSPECTS FILL, EXPANSIVE SOILS OR ANY GEOLOGIC INSTABILITY
<br />BASED UPON OBSERVATION OF THE FOUNDATION EXCAVATION, A SOIL OR GEOLOGICAL
<br />REPORT, AND RESUBMITTAL OF PLANS TO PLAN CHECK TO VERIFY THAT THE REPORT
<br />RECOMMENDATIONS HAVE BEEN INCORPORATED, MAY BE REQUIRED.
<br />1. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR LARCH AND SHALL
<br />HAVE THE FOLLOWING GRADES, UNLESS NOTED OTHERWISE:
<br />JOISTS & RAFTERS GRADE NO. 2 OR BETTER
<br />BEAMS & STRINGERS GRADE NO. 1 AND BETTER
<br />DOUBLE TOP PLATES GRADE NO. 1 AND BETTER
<br />2X4 STUDS CONSTRUCTION GRADE OR BETTER
<br />3X4 & 2X6 STUDS GRADE NO. 2 OR BETTER
<br />POSTS AND TIMBERS GRADE NO. 1 AND BETTER
<br />2. PLYWOOD SHEATHING SHALL BE FULL SIZE SHEET WHERE
<br />POSSIBLE WITH 48" X 32" MINIMUM SHEET SIZE AND LAID
<br />CONTINUOUSLY OVER TWO OR MORE SPANS WITH FACE GRAIN
<br />PERPENDICULAR TO SUPPORTS.
<br />A. FLOOR SHEATHING SHALL BE GRADE MARKED "D.F.P.A.
<br />EXTERIOR SHEATHING C-D GRADE" 19/32" THICK WITH
<br />EXTERIOR GLUE. PANEL I.D. RATING 32/16 OR BETTER.
<br />EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS.
<br />NAILED WITH 10d DEFORMED SHANK NAILS AT 6" O.C. AT EDGES
<br />AND BOUNDARIES, AT 10" O.C. IN FIELD. U.N.O.
<br />B. ROOF SHEATHING SHALL BE GRADE MARKED "D.F.P.A.
<br />EXTERIOR SHEATHING C-D GRADE" 15/32" THICK WITH
<br />EXTERIOR GLUE. PANEL SPAN RATING 24/0 OR BETTER.
<br />NAILED WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND
<br />BOUNDARIES, AT 12" O.C. IN FIELD UNLESS NOTED OTHERWISE.
<br />3. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE.
<br />SEE FRAMING PLANS OR DETAILS FOR NAIL SIZES AND SPACINGS.
<br />NAILS THAT NOT DETAILED OR NOTED SHALL BE IN ACCORDANCE
<br />WITH CBC FASTENING SCHEDULE.
<br />4. ALL JOIST HANGERS AND FRAMING CONNECTORS SHALL BE
<br />"SIMPSON" OR APPROVED EQUAL.
<br />5. NO STRUCTURAL MEMBER SHALL BE CUT FOR PIPES, ETC.
<br />UNLESS SPECIFICALLY NOTED.
<br />6. BOLT HOLES SHALL BE SAME DIAMETER AS THAT OF THE BOLTS.
<br />PROVIDE WASHERS BETWEEN BOLT HEADS OR NUTS AND WOOD
<br />MEMBERS.
<br />7. TIGHTEN NUTS ON ALL BOLTS BEFORE CLOSING IN COMPLETION
<br />OF. JOB.
<br />8. ALL SILL PLATES RESTING ON CONCRETE OR MASONRY THAT ARE
<br />LESS THAN 4'-0" ABOVE GRADE SHALL BE PRESSURE TREATED
<br />DOUGLAS FIR.
<br />9. ALL SILL BOLTS SHALL BE PLACED STARTING 9" FROM THE ENDS
<br />OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS
<br />AS NOTED ON THE PLANS.
<br />10. BLOCKING OR BRIDGING SHALL BE PROVIDED AS REQUIRED
<br />PER C.B.C.
<br />11. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS THAT ARE
<br />PARALLEL TO JOISTS. USE 2-16d NAILS AT 16" O.C. TO NAIL
<br />THE DOUBLE JOISTS TOGETHER.
<br />12. TOP PLATES FOR ALL STUD WALLS SHALL BE 2-2X. LAP FOR
<br />TOP PLATES SHALL BE 48" LONG MINIMUM NAILED WITH 16d AT 4"
<br />AT EACH LAP UNLESS NOTED OTHERWISE. SPLICES IN UPPER AND
<br />LOWER PLATES SHALL BE STAGGERED 10'-0" MINIMUM.
<br />13. PRE -DRILL FOR NAILING AS REQUIRED WHEN NAIL SPACING
<br />RESULTS IN WOOD SPLITTING. PRE -DRILL HOLES SHALL BE
<br />SMALLER THAN THE DIAMETER OF THE NAILS.
<br />14. ALL WOOD STUD WALLS SHALL HAVE 2X4 STUDS AT 16" O.C. WHEN
<br />HEIGHT BETWEEN LATERAL SUPPORTS LESS THAN 10'-0". WHEN
<br />HEIGHT BETWEEN LATERAL SUPPORTS BETWEEN 10'-0" AND 16'-0", USE
<br />2X6 STUDS AT 16" O.C.
<br />15. THE BOLT HOLES SHALL BE 1 /16" (MAX.) OVERSIZED AT THE
<br />CONNECTOR OF THE HOLD-DOWN TO THE POST.
<br />"INSPECTOR TO VERIFY."
<br />16. THE HOLD-DOWN CONNECTORS SHALL BE TIGHTENED JUST PRIOR
<br />TO COVERING THE WALL FRAMING.
<br />17. APPROVED PLATE WASHERS, IN -LIEU OF CUT WASHERS, SHALL BE
<br />PROVIDED FOR ALL PLYWOOD SHEARWALL SILL PLATE ANCHOR BOLTS.
<br />18. THE SILL PLATE ANCHOR BOLTS AND HOLD-DOWN CONNECTOR BOLTS
<br />AT ALL PLYWOOD SHEARWALL SHALL HAVE THE PLATE WASHERS AS
<br />LISTED.
<br />19. CUTTING OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT
<br />EXCEED 25% OF THE STUD/PLATE WIDTH WITH THE EXTERIOR AND
<br />BEARING WALL AND NOT TO EXCEED 40% OF THE STUD/PLATE WIDTH
<br />IN NONBEARING PARTITIONS. BORED HOLES DIAMETER IS LIMITED TO
<br />40% OF THE STUD/PLATE WIDTH INANY STUD AND MAY BE 60% IN
<br />NONBEARING PARTITIONS OR WHEN THE BORED STUD IS DOUBLED.
<br />20. FULL LENGTH STUDS (BALLOON FRAME) SHALL BE USED ON
<br />EXTERIOR WALLS WITH VAULTED CEILING.
<br />21. ALL ANCHOR BOLTS & HOLDOWNS SHALL BE TIED IN PLACE PRIOR TO
<br />FOUNDATION INSPECTION.
<br />22. LUMBER AND PLYWOOD WILL BE GRADE STAMPED BY AN APPROVED
<br />INSPECTION AGENCY.
<br />23. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE
<br />0.229"x3"x3" PLATE WASHER ON THE POST OPPOSITE THE HOLD-DOWN,
<br />AND HOLD-DOWNS SHALL BE TIGHTENED TO FINGER TIGHT PLUS
<br />ONE-HALF WRENCH TURN JUST PRIOR TO COVERING THE WALL
<br />FRAMING.
<br />24. SILL PLATES SHALL BE NATURALLY DURABLE OR
<br />PRESERVATIVE -TREATED WOOD. FIELD -CUT ENDS, NOTCHES AND
<br />DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE
<br />FIELD -TREATED PER AWPAM4.
<br />25. ALL STRUCTURAL LUMBER SHALL COMPLY WITH DOC PS20 OR EQUIVALENT
<br />DOUGLAS FIR -LARCH
<br />26. ALL WOOD STRUCTURAL PANELS SHALL COMPLY WITH DOC PS 1 OR
<br />DOC PS2.
<br />1. ALL CONCRETE SHALL BE
<br />NORMAL WEIGHT CONFORMING TO THE
<br />FOLLOWING:
<br />LOCATION
<br />28-DAY MIN.
<br />MAXIMUM
<br />MIX DESIGN
<br />COMPRESSIVE
<br />AGGREGATE
<br />SLUMP
<br />STRENGTH
<br />SIZE (IN.)
<br />(INCHES
<br />A. SLAB ON GRADE
<br />4500 psi
<br />1
<br />4 (5" MAX)
<br />B. FOOTINGS & GR BMS.
<br />4500 psi
<br />1.5
<br />4 5" MAX)
<br />NO SPECIAL INSPECTIONS
<br />REQUIRED IF
<br />CONCRETE TRUCK MIX
<br />TICKET PROVIDED.
<br />2. ALL CONCRETE MIX DESIGN SHALL HAVE WATER TO CEMENT RATIO
<br />W/C=0.45 AND SHALL BE REVIEWED BY THE ENGINEER PRIOR TO
<br />CONSTRUCTION.
<br />3. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE V.
<br />4. AGGREGATE SHALL CONFORM TO ASTM C-33.
<br />5. WATER SHALL BE CLEAN, FREE FROM DELETERIOUS AMOUNTS OF
<br />ACIDS, ALKALIS OR ORGANIC MATERIALS, OILS, SALTS AS PER
<br />CBC 2022.
<br />6. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94.
<br />7. UNLESS SHOWN OR NOTED OTHERWISE, CONCRETE COVERAGE FOR
<br />REINFORCING BAR TO FACE OF BAR SHALL BE AS FOLLOWS:
<br />A. CONCRETE IN CONTACT WITH EARTH, UNFORMED 3"
<br />B. CONCRETE IN CONTACT WITH EARTH, FORMED 2"
<br />C. WALLS 1.5"
<br />D. BEAMS, GIRDERS & COLUMNS (TO TIES OR STIRRUPS) 1.5"
<br />8. CONDUIT PLACED IN A CONCRETE SLAB SHALL NOT EXCEED 1/3
<br />OF THE THICKNESS OF THE SLAB AND SHALL BE PLACED BETWEEN
<br />THE TOP AND BOTTOM REINFORCING STEEL. MINIMUM CLEAR
<br />DISTANCE BETWEEN CONDUITS SHALL BE 6".
<br />9. CONCRETE SHALL BE CURED IN ACCORDANCE WITH SECT 1905.11
<br />OF C.B.C.
<br />10.REMOVAL OF CONCRETE FORMS AND SHORES SHALL BE IN
<br />ACCORDANCE WITH CBC 2022.
<br />11.CONDUITS AND PIPES EMBEDDED IN CONCRETE SHALL COMPLY
<br />WITH THE PROVISION OF CBC 2022.
<br />12.DESIGN AND CONSTRUCTION OF CONCRETE FORMWORK SHALL
<br />CONFORM TO ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE
<br />FORMWORK".
<br />13.CONSTRUCTION JOINTS:
<br />THE SURFACES OF ALL CONSTRUCTION JOINTS SHALL BE CLEAN,
<br />FREE FROM LOOSE DEBRIS. IMMEDIATELY BEFORE NEW CONCRETE
<br />IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND
<br />STANDING WATER REMOVED.
<br />14.ALL SAW CUTS IN SLAB ON GRADE SHALL BE MADE NOT LATER
<br />THAN 24 HOURS AFTER PLACING CONCRETE.
<br />REINFORCING STEED
<br />1. ALL REINFORCING BARS SHALL BE ASTM A-615 GRADE 60
<br />DEFORMED BILLET STEEL BARS, EXCEPT NOTED BELOW:
<br />A. WELDED SMOOTH WIRE FABRIC SHALL CONFORM TO ASTM A-185.
<br />2. GRADE 60 BARS SHALL BE MARKED SO ITS IDENTIFICATION CAN BE
<br />MADE WHEN THE FINAL IN PLACE INSPECTION IS MADE.
<br />3. THE TIE WIRE USED SHALL BE BLACK ANNEALED WIRE, 16 GA. OR
<br />HEAVIER.
<br />4. BAR SUPPORTS SHALL CONFORM TO THE BAR SUPPORT
<br />SPECIFICATIONS CONTAINED IN THE "MANUAL OF STANDARD
<br />PRACTICE" BY ACI.
<br />5. A CERTIFIED COPY OF MILL TEST ON EACH HEAT OF REINFORCING
<br />STEEL DELIVERD SHOWING PHYSICAL AND CHEMICAL ANALYSIS
<br />SHALL BE PROVIDED UPON REQUEST AT THE TIME OF SHIPMENT.
<br />6. ALL REQUIREMENT OF CONCRETE REINFORCEMENT NOT COVERED ON
<br />THE DRAWINGS SHALL BE IN ACCORDANCE WITH ACI "MANUAL OF
<br />STANDARD PRACTICE".
<br />7. REINFORCING STEEL AT THE TIME OF THE CONCRETE IS PLACED
<br />SHALL BE FREE FROM MUD, OIL, OR OTHER NON METALLIC
<br />COATINGS THAT ADVERSELY AFFECT BONDING CAPACITY.
<br />8. ALL HOOKS SHALL CONFORM TO THE BEND DIMENSION PER ACI
<br />"STANDARD HOOK" UNLESS OTHERWISE SHOWN ON THE DRAWINGS.
<br />9. REINFORCING BARS SHALL NOT BE BENT OR STRAIGHTENED IN A
<br />MANNER THAT WILL INJURE THE MATERIAL.
<br />10. REINFORCING BARS SHALL CONFORM ACCURATELY TO THE DIMENSIONS
<br />SHOWN ON THE DRAWINGS WITH THE FABRICATING TOLERANCES PER
<br />ACI "MANUAL OF STANDARD PRACTICE."
<br />11. BARS SHALL BE SECURELY TIED TO PREVENT DISPLACEMENT DURING
<br />THE CONCRETING OPERATION AND ALL DOWELS SHALL BE WIRED IN
<br />PLACE BEFORE DEPOSITING CONCRETE.
<br />12. SPLICES OF REINFORCEMENT SHALL HAVE 42 BAR DIAMETER LAP
<br />OR 2'-0" LAP MINIMUM.
<br />13. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL HAVE
<br />SAME SIZE AS THE VERTICAL REINFORCEMENT, EMBEDMENT OF
<br />DOWELS SHALL BE 36 BAR DIAMETER OR 2'-0" MINIMUM
<br />UNLESS OTHERWISE SHOWN.
<br />14. MINIMUM LAP OF MESH SHALL BE NOT LESS THAN THE SPACING
<br />OF THE CROSS WIRE PLUS TWO INCHES OR 60 DIA. OR 8 IN.
<br />WHICHEVER IS GREATER.
<br />1-112D CLEAR OR BARS
<br />MAY BE IN CONTACT
<br />IF WIRED TOGETHER.
<br />CONDITION WHERE BARS
<br />CLASS B" SPLICE TYP. OCCUR ON SAME PLANE
<br />UNLESS NOTED SUCH AS, CONC BE4MS,
<br />tM
<br />CONC COLUMNS, ETC.
<br />RE NF. BENDING DETAIL
<br />SPECIAL INSPECTION R EOU I R EM EN TS:
<br />1 THIS SECTION APPLIES TO THE STRUCTURAL PORTIONS OF THE PROJECT REQUIRING
<br />SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN CBC 1704,
<br />1707 AND CBC 1708.
<br />2. ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND
<br />INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT AND NOT THE CONTRACTOR
<br />PER CBC SECTION 1704.1.
<br />3. THE SPECIAL INSPECTOR SHALL BE REGISTER WITH THE CITY.
<br />4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION
<br />FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK.
<br />5. PORTIONS OF WORK REQUIRING SPECIAL INSPECTION:
<br />A. ALL EPDXY ANCHORS
<br />B. ALL SHEAR WALLS WITH NAILING LESS OR EQUAL 4" SPACING.
<br />PLYWOOD SHEAR WALL PANEL TYPE SCHEDULE
<br />SPACING OF 518"0 x
<br />ALLOWABLE SHEAR
<br />12" LONG ANCHOR.
<br />FORCE
<br />TYPE
<br />CONSTRUCTION
<br />BOLTS @ SILL R
<br />112" STRUCTURAL 1 PLYWOOD NAILED WITH 8d NAILS © 6" O.C. AT
<br />EDGES AND 12" O.C. FIELD AT SIDE ONLY.
<br />PLATES BETWEEN FLOOR TO BE NAILED WITH 16d NAILS SPACED
<br />48" O.C.
<br />210 PLF
<br />6" O.C. ALLOWABLE SHEAR FORCE 210 plf.
<br />112" STRUCTURAL I PLYWOOD NAILED WITH 8d NAILS ® 4" O.C. AT
<br />AEDGES
<br />AND 12" O.C. FIELD AT SIDE ONLY.
<br />320 PLF
<br />PLATES BETWEEN FLOOR TO BE NAILED WITH 16d NAILS SPACED ®
<br />32" O.C.
<br />4" O.C. ALLOWABLE SHEAR FORCE 320 plf.
<br />SEE NOTE*
<br />112" STRUCTURAL I PLYWOOD NAILED WITH 8d NAILS © 3" O.C. AT
<br />3
<br />EDGES AND 12" O.C. FIELD AT SIDE ONLY.
<br />410 PLF
<br />PLATES BETWEEN FLOOR TO BE NAILED WITH 112" x 0'-6" LONG
<br />24" O.C.
<br />LAG BOLTS ® 16" O.C. ALLOWABLE SHEAR FORCE 410 plf.
<br />SEE NOTE*
<br />112" STRUCTURAL I PLYWOOD NAILED WITH 8d NAILS ® 2" O.C. AT
<br />EDGES AND 12" O.C. FIELD AT SIDE ONLY.
<br />550 PLF
<br />PLATES BETWEEN FLOOR TO BE NAILED WITH 112" x 0'-6" LONG
<br />16" O.C.
<br />LAG BOLTS Cam? 12" O.C. ALLOWABLE SHEAR FORCE 550 plf.
<br />SEE NOTE*
<br />NOTE *
<br />1. SILL PLATE AND FRAMING MEMBER RECEIVING EDGE NAILING FROM ABUTTING PANELS
<br />SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER.
<br />2. FOR SHEAR PANEL ON BOTH SIDES OF WALL, USE ONE-HALF THE SPACING OF BOLTS.
<br />3. PLATE WASHERS (3" x 3" x 114") SHALL BE USED ON EACH 518"0 ANCHOR BOLT.
<br />4. SILL PLATES SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD.
<br />FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
<br />SHALL BE FIELD -TREATED PER AWPAM4.
<br />STRUCTURAL OBSERVATION PROGRAM
<br />AND DESIGNATION OF THE
<br />STRUCTURAL OBSERVER
<br />PROJECT ADDRESS: 2233 W Hall Ave. Santa Ana PERMIT APPL. NO.:
<br />Description of Work: Install new Wood Strong Wall High Strenght
<br />Owner:
<br />Architect:
<br />Engineer: Sam Mobed
<br />STRUCTURAL OBSERVATION
<br />(only checked items are required)
<br />Firm or Individual to be responsible for the Structural Observation:
<br />Name: Nick Engineering Phone: (310 ) 433-7927 Calif. Registration: C75884
<br />FOUNDATION
<br />WALL
<br />FRAME
<br />DIAPHRAGM
<br />�( Footing, Stem Walls, Piers
<br />❑ Concrete
<br />❑ Steel Moment Frame
<br />❑ Concrete
<br />❑ Mat Foundation
<br />❑ Masonry
<br />❑ Steel Braced Frame
<br />❑ Steel Deck
<br />❑ Caisson, Piles, Grade Beams
<br />❑ Wood
<br />❑ Concrete Moment Frame
<br />❑ Wood
<br />❑ Step'g/Retain'g Foundation, Hillside
<br />Special Anchors
<br />Others:
<br />WSWH
<br />❑ Others:
<br />❑ Others:
<br />❑ Others:
<br />DECLARATION BY OWNER
<br />I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the
<br />Structural Observer.
<br />Signature Date
<br />DECLARATION BY ARCHITECT OR ENGINEER OF RECORD (required if the Structural Observer is
<br />different from the Architect or Engineer of Record)
<br />I, the Architect or Engineer of record for the project, declare that the above listed firm or individual is
<br />designated by me to be responsible for the Structural Observation.
<br />Signature License No. Date
<br />IN/Form.08(Part 2)(Rev .06119117)
<br />I
<br />0
<br />taster ID:
<br />atINJOK Ef16111EER1 1G
<br />Irvine, CA 92614
<br />t: 310.433.7927
<br />e: smobed@nickengineering.com
<br />LREV
<br />1 10/25/25 PLCC1
<br />DATE DESCRIPTION
<br />PROJECT
<br />Tea Residence
<br />2233 W Hall Ave.
<br />Santa Ana, CA 92704
<br />ESS
<br />NO. 75884 '
<br />EXP. 06.30.26
<br />IT IS A VIOLATION OF LAW FOR ANY PERSON,
<br />UNLESS THEY ARE ACTING UNDER THE DIRECTION
<br />OF A LICENSED PROFESSIONAL ENGINEER,
<br />TO ALTER THIS DOCUMENT.
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