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1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICAN CONCRETE INSTITUTE ACI 301
<br />“SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
<br />“MANUAL OF STANDARD PRACTICE.”
<br />2. REINFORCING STEEL FOR FOUNDATIONS, SLABS ON GRADE, AND ELEVATED SLABS SHALL CONFORM TO
<br />ASTM A615/A615M, GRADE 60, UNLESS NOTED OTHERWISE. BARS TO BE WELDED SHALL CONFORM TO
<br />LOW ALLOY ASTM A706/A706M, GRADE 60.
<br />3. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064/A1064M. SPLICE LENGTH
<br />FOR WELDED WIRE REINFORCEMENT SHALL BE AT LEAST 8 INCHES, MEASURED BETWEEN OUTERMOST
<br />CROSS WIRE OF EACH REINFORCEMENT SHEET.
<br />4. ALL REINFORCING STEEL SHALL BE SPLICED AS SPECIFIED ON THESE DRAWINGS. IF NO LOCATION IS
<br />SPECIFIED, LOCATE SPLICES IN AREAS OF MINIMUM STRESS. SPLICE LENGTHS SHALL NOT BE LESS THAN
<br />THE LENGTHS INDICATED ON THESE DRAWINGS.
<br />5. MINIMUM CONCRETE COVER AND CLEARANCES BETWEEN REINFORCING STEEL BARS SHALL BE
<br />SATISFIED AT ALL LOCATIONS INCLUDING SPLICES. THE CLEARANCE BETWEEN THE REINFORCING STEEL
<br />BARS SHALL NOT BE LESS THAT THE GREATER VALUE OF ONE BAR DIAMETER, ONE INCH, AND 4/3 TIMES
<br />THE MAXIMUM SIZE OF THE AGGREGATE. AT COLUMNS AND BEAM, PROVIDE 1 1/2 INCHES OR 1.5 TIMES
<br />THE LARGEST LONGITUDINAL BAR DIAMETER, WHICHEVER IS GREATER. FOR CONSIDERING THE COVER
<br />AND CLEAR DISTANCE IN BUNDLED BARS, TOTAL AREA OF BUNDLE SHALL BE CONSIDERED FOR
<br />CALCULATING EQUIVALENT BAR DIAMETER.
<br />6. CONCRETE COVERAGE FOR REINFORCING STEEL PLACED IN CAST-IN-PLACE CONCRETE SHALL BE AS
<br />TABLE CONCOV-1.
<br />7. IF SPACERS AND CHAIRS ARE RESTING ON EXPOSED CONCRETE SURFACES, THEY SHALL BE PASTIC
<br />COATED OR USE PLASTIC.
<br />8. ELECTRODES UTILIZED IN WELDING OF REINFORCING STEEL, SHALL BE LOW HYDROGEN ELECTRODE
<br />AS SPECIFIED IN AMERICAN WELD SOCIETY AWS D1.4 “STRUCTURAL WELDING CODE - REINFORCING
<br />STEEL.”
<br />9. ALL REINFORCING STEEL SHALL BE BENT COLD AND PRIOR TO PLACING THE BARS. RE-BENDING OF
<br />PREVIOUSLY BENT REINFORCING STEEL IS NOT PERMITTED. BENDING OF REINFORCEMENT IN
<br />PREVIOUSLY CAST CONCRETE IS NOT PERMITTED. OFFSET BARS SHALL BE BENT PRIOR TO PLACEMENT IN
<br />THE FORMS. HOOKING AND WALKING-IN ARE NOT PERMITTED.
<br />10. FIRMLY SECURE ALL REINFORCING STEEL BARS AND WELDED WIRE REINFORCING WHILE PLACING
<br />CONCRETE. WHERE REQUIRED, ADDITIONAL CHAIRS, CONCRETE BLOCKS, STEEL BARS, BOLSTERS, OR
<br />OTHER APPROVED MEANS AND METHODS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH ALL
<br />REQUIRED SUPPORTS FOR ALL REINFORCING.
<br />11. PRIOR TO FINAL INSPECTION, CLEARLY MARK ALL REINFORCING STEEL SO THEIR IDENTIFICATION CAN
<br />BE PROPERLY MADE AT THE TIME OF INSPECTION.
<br />REINFORCING STEEL
<br />1. ALL WOOD OR WOOD BASED MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:
<br />1.1. ALL STRUCTURAL WOOD LUMBERS AND TIMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO
<br /> THE REQUIREMENTS OF WWPA OR WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS.
<br />1.2. STRUCTURAL ALL STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR LARCH AND SHALL CONFORM TO
<br /> THE REQUIREMENTS OF USDOC PS 1—09 OR MORE RECENT EDITION.
<br />1.3. ALL STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF USDOC PS 2—10 OR MORE
<br /> RECENT EDITION.
<br />1.4. ALL STRUCTURAL SAWN LUMBER INCLUDING END-JOINTED OR EDGE-GLUED LUMBER, MACHINE
<br />STRESS-RATED OR MACHINE-EVALUATED LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A
<br />LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION ODY
<br /> BODY THAT COMPLIES WITH DOC PS 20-05 OR MORE RECENT EDITION.
<br />1.5. ENGINEERED WOOD RIM BOARDS SHALL CONFORM TO ANSI/APA PRR 410-2021 OR MORE RECENT
<br /> EDITION.
<br />2. UNLESS NOTED OTHERWISE, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING
<br />TO THE LATEST EDITION OF NDS FOR THE TABLE FL-1.
<br />3. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
<br />4. ALL CONNECTORS AND FASTENERS SHALL COMPLY WITH THE APPLICABLE PROVISIONS AND TABLES OF
<br />SECTIONS 2304.10.1 THROUGH 2304.10.7 OF CBC 2022.
<br />5. ALL WOOD AND WOOD BASED MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF AMERICAN
<br />WOOD PROTECTION ASSOCIATION (AWPA) U1 FOR THE USE CATEGORY OF THE COMPONENT.
<br />6. ANY PRESERVATIVE-TREATED WOOD MEMBERS THAT ARE ALTERED, CUT, DRILLED OR NOTCHED ON
<br />THE FIELD, SHALL BE RETREADED AS SPECIFIED BY MANUFACTURER AND APPROVED BY LOCAL
<br />AUTHORITIES. IF NO WRITTEN RECOMMENDATIONS ARE PROVIDED, ALL DRILLED HOLES AND CUT ENDS
<br />NEED TO BE TREATED WITH A PRESERVATIVE, TO CONFORM AMERICAN WOOD PROTECTION ASSOCIATION
<br />(AWPA) STANDARD M4.
<br />7. FASTENERS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED ON THESE DRAWINGS. FASTENERS
<br />SHALL NOT BE PLACED CLOSER THAN THE SPECIFIED EDGE AND END DISTANCES. SPACING OF THE
<br />FASTENERS SHALL BE AS SPECIFIED.
<br />8. FASTENERS HEAD SHALL BE DRIVEN FLUSH WITH THE SURFACES AND SHALL NOT FRACTURE OR
<br />DAMAGE THE LUMBER OR SHEATHING SURFACES.
<br />9. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK
<br />PORTION OF LAG BOLTS. THREADED CONNECTORS SUCH AS LAG SCREWS AND WOOD SCREWS SHALL BE
<br />INSTALLED BY TURNING WIDTH A WRENCH. HAMMER DRIVEN SCREWS SHALL NOT BE PERMITTED.
<br />10. ALL BOLT HOLES, OTHER THAN LAG BOLT HOLES, SHALL BE DRILLED A MINIMUM OF 1/32" TO A
<br />MAXIMUM OF 1/16" LARGER THAN BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN THE MAIN
<br />MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN. INSPECTOR SHALL VERIFY ALL
<br />HOLES AT JOB SITE
<br />11. PROVIDE LATERAL SUPPORT FOR THE TOP OF INTERIOR NON-BEARING WALLS WHEN MANUFACTURED
<br />TRUSSES ARE USED.
<br />12. ALL ROOF/FLOOR AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
<br />GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. NAIL GUNS USING "CLIPPED HEAD" OR SINKER
<br />NAILS ARE NOT ACCEPTABLE.
<br />13. ROOF/FLOOR NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
<br />PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES.
<br />14. STUCCO SHEAR WALLS SHALL UTILIZE FURRING, GALVANIZED NAILS (HAVING A MINIMUM 11 GA.,
<br />1-1/2" LONG, 7/16" DIAMETER HEAD, AND FURRED OUT A MIN OF 1/4") TO ATTACH THE LATH TO THE
<br />STUDS. (TABLE 2306.3(3)).
<br />15. SHOP WELDS SHALL BE PERFORMED WITH LICENSED FABRICATORS.
<br />16. STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED WITH MINIMUM TWO LAYERS GRADE D FELT
<br />UNDERLAY PRIOR TO PLACING FINISH MATERIAL.
<br />17. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS.
<br />HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL
<br />FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON
<br />THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.25 IN. BY 3 IN.
<br />BY 3 IN.
<br />18. MAXIMUM MOISTURE CONTENT FOR FRAMING LUMBER INCLUDING PRESERVATIVE-TREATED WOOD
<br />SHALL NOT EXCEED 19% AT THE TIME OF PLYWOOD OR GYPBOARD COVERAGE INSTALLATION.
<br />19. UNLESS NOTED OTHERWISE, FRAMING LUMBER USED FOR COMPLETELY NEW CONSTRUCTIONS SHELL
<br />BE STAMPED AS KILN-DRIED (KD), HEAT TREATED (KD-HT), SURFACE-DRY (S-DRY) LUMBER OR MC-15
<br />LUMBER. (S-DRY) LUMBER SHALL NOT BE PERMITTED TO BE USED IN EXISTING CONSTRUCTION OR FOR
<br />THE NEW CONSTRUCTIONS THAT ARE ATTACHED TO EXISTING CONSTRUCTION.
<br />20. TOP AND BOTTOM PLATES OF WALLS SHALL BE KLIN DRIED FOR BUILDINGS MORE THAN TWO
<br />STORIES.
<br />21.PROVIDE DOUBLE JOISTS OR 4x BEAM GIRDERS UNDER PARALLEL PARTITIONS. STITCH NAIL THE
<br />DOUBLE SWAN JOISTS WITH 16D NAILS SPACED NOT MORE THAN THE LESSER OF JOISTS DEPTH AND 12
<br />IN. NAILS SHALL BE STAGGERED AT THE TOP AND BOTTOM.
<br />22.PROVIDE DOUBLE 2X OR 4X BLOCKING UNDER WALLS OR PARTITIONS PERPENDICULAR TO THE JOISTS.
<br />23.UNO, ALL DISCONTINUOUS WALLS SHALL BE SUPPORTED ON BEAMS, DOUBLE JOISTS OR SOLID
<br />BLOCKING WITH THE WIDTH NOT LESS THAN THE WIDTH OF THE SUPPORTED WALL.
<br />24. ALL WOOD BOLTS AND LAG SCREWS SHALL CONFORM TO REQUIREMENTS OF ANSI/ASME B18.2.1,
<br />WOOD SCREWS SHALL CONFORM TO THE REQUIREMENTS OF ANSI/ASME B18.6.1, AND NAILS SHALL
<br />CONFORM TO THE REQUIREMENTS OF ASTM F1667.
<br />25. ALL NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. UNLESS OTHERWISE NOTED ON
<br />THESE DRAWINGS, ALL NAILS SHALL BE COMMON WIRE NAILS, AND NUMBER OF CONNECTING NAILS AT
<br />EACH LOCATION SHALL NOT BE LESS THAN THE SPECIFIED NUMBERS ON THESE DRAWINGS. ALL NAILS
<br />THAT ARE EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT-DIPPED GALVANIZED COMMON NAILS
<br />THAT CONFORMS TO ASTM A153 CLASS D. NAILS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED IN
<br />TABLE FL-2. NAILS.
<br />26. ALL HORIZONTAL JOINTS OCCURRING IN BRACED / SHEAR WALL PANELS SHALL OCCUR OVER
<br />BLOCKING EQUAL IN SIZE TO THE STUDDING.
<br />27. ALL STEEL BOLT AND RODS SHALL CONFORM TO ASTM A307 OR ASTM F1554 GR. 36. ALL BOLT HOLES
<br />SIZES SHALL INSPECTED AND VERIFIED AT JOB SITE.
<br />28. ALL BOLTS, NUTS, AND LAG SCREWS THAT BEAR ON WOOD MATERIALS SHALL HAVE STANDARD CUT
<br />WASHERS UNDER THE BOLT HEAD AND NUTS. NOT MORE THAN 24 HRS PRIOR TO COVERING THE BOLTS,
<br />ALL BOLTS SHALL BE RETIGHTENED.
<br />29. PROVIDE FULL HEIGHT SOLID BLOCKING AT THE ENDS OF THE SWAN LUMBERS JOISTS, BEAMS AND
<br />RAFTERS ABOVE AND BELOW WALLS. INTERMEDIATE FULL BLOCKING OF THE SWAN LUMBERS SHALL NOT
<br />BE SPACED MORE THAN 8 FT O.C.
<br />30. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
<br />SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED
<br />MID-SPAN OF THE JOIST.
<br />31. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
<br />SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3
<br />OF THE SPAN FROM EACH END.
<br />32. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
<br />SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FT
<br />ALONG THE SPAN FROM EACH OTHER.
<br />33. APPROVED METAL BRIDGING THAT HAVE CURRENT ICC ES EVALUATION MAY BE USED INSTEAD OF
<br />SOLID BLOCKING FOR FULL HEIGHT INTERMEDIATE SUPPORTS.
<br />34. DO NOT SUSPEND CEILINGS, SOFFITS, SPRINKLERS, PIPING, MECHANICAL DUCTS, NOR ANY OTHER
<br />ELEMENT FROM 2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED.
<br />35. CUTTING, NOTCHING, AND BORING OF WOOD FRAMING MEMBERS SHALL BE IN ACCORDANCE WITH
<br />CBC SECTION 2308.5.9. AND AS SHOWN ON THESE DRAWINGS.
<br />36. FIRE-RETARDANT-TREATED WOOD IS ANY WOOD PRODUCT THAT, WHEN IMPREGNATED WITH
<br />CHEMICALS BY A PRESSURE PROCESS OR OTHER MEANS DURING MANUFACTURE, SHALL HAVE, WHEN
<br />TESTED IN ACCORDANCE WITH ASTM E84 OR UL 723, A LISTED FLAME SPREAD INDEX OF 25 OR LESS AND
<br />SHOW NO EVIDENCE OF SIGNIFICANT PROGRESSIVE COMBUSTION WHEN THE TEST IS CONTINUED FOR
<br />AN ADDITIONAL 20-MINUTE PERIOD. ADDITIONALLY, THE FLAME FRONT SHALL NOT PROGRESS MORE
<br />THAN 10-1/2 FEET BEYOND THE CENTERLINE OF THE BURNERS AT ANY TIME DURING THE TEST.
<br />37. SQUASH BLOCKS WITH THE SAME WIDTH SHALL BE PROVIDED UNDER ALL BEARING POINT LOADS
<br />FROM ABOVE TO THE TOP OF THE TOP PLATES BELOW AT FLOOR LEVELS.
<br />38. LATERAL BRACING OF WEB MEMBERS IN TRUSSES SHALL BE END ON AN EXTERIOR SHEAR/BRACING
<br />WALL.
<br />39. BLOCKING REQUIRED FOR LIGHT FEATURES, CABINETS, HANDRAILS, GUARDRAILS TOWEL BARS OR
<br />OTHER LIGHT ATTACHMENTS ARE NOT SHOWN ON THESE DRAWINGS AND SHALL BE PROVIDED BY GC AS
<br />REQUIRED BASED ON ARCHITECTURAL, AND MEP DRAWINGS.
<br />40. FIREBLOCKS NOT SMALLER THAN 2 IN. NOMINAL SHALL BE PROVIDED TO CUT OFF ALL HORIZONTAL
<br />AND VERTICAL DRAFTS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE
<br />PROVIDED AT STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS, . BETWEEN STAIR
<br />STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING
<br />RUN OF STAIRS, AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR.
<br />41. FURRING SHALL BE PROVIDED TO ALIGN SHEAR WALLS WITH ALL OTHER WALLS.
<br />42. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE
<br />INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD.
<br />2x BLK'G SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
<br />43. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
<br />EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
<br />PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
<br />COATED GALVANIZED STEEL OR STAINLESS STEEL.
<br />ENGINEERED WOOD PRODUCTS
<br />1. ALL STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBERS AND ORIENTED
<br />STRAND BOARDS SHALL HAVE A CURRENT ICC ES EVALUATION REPORT AND AS A MINIMUM SHALL
<br />CONFORM TO REQUIREMENTS SPECIFIED IN TABLE FL-3 :
<br />2. GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN AMERICAN
<br />INSTITUTE OF TIMBER CONSTRUCTION, ANSI/AITC A 190.1 AND AMERICAN SOCIETY FOR TESTING AND
<br />MATERIALS ASTM D3737.
<br />3. STRUCTURAL GLUED LAMINATED TIMBER SHALL BE MADE OF 1-1/2 IN. DOUGLAS FIR LAMINATION
<br />WITH 24-F COMBINATION AS SPECIFIED IN AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC).
<br />4. UNLESS NOTED OTHERWISE, ALL GLUED LAMINATED TIMBERS SHALL BE GRADE INDUSTRIAL
<br />BAR SIZE
<br />NO.
<br />YIELD STRENGTH OF STEEL
<br />60,000 PSI (420 MPA)
<br />SPLICE LENGTH OR
<br />TENSION DEVELOPMENT
<br />LENGTH (IN.)
<br />LAP SPLICE LENGTH-TENSION
<br />4 30
<br />5 38
<br />6 45
<br />TENSION DEVELOPMENT LENGTH FOR STRAIGHT BAR
<br />4 23
<br />5 28
<br />6 34
<br />TENSION DEVELOPMENT LENGTH FOR:
<br />A. 90° AND 180° STANDARD HOOKS WITH NOT LESS THAN 2
<br />1/2" OF SIDE COVER PERPENDICULAR TO PLANE OF HOOK.
<br />B. 90° STANDARD HOOKS WITH NOT LESS THAN 2" OF
<br />COVER ON THE BAR EXTENSION BEYOND THE HOOK.
<br />4 9
<br />5 11
<br />6 13
<br />TENSION DEVELOPMENT LENGTH FOR BAR WITH 90° OR
<br />180° STANDARD HOOK HAVING LESS COVER THAN
<br />REQUIRED IN ITEMS A AND B.
<br />4 12
<br />5 15
<br />6 18
<br />TABLE CAST-1. CONCRETE MINIMUM MECHANICAL PROPERTIES
<br />LOCATION COMPRESSIVE
<br />STRENGTH (PSI)TYPE
<br />FOOTING 4,500 NORMAL WEIGHT (145 PCF)
<br />SLAB-ON-GROUND 4,500 NORMAL WEIGHT (145 PCF)
<br />ALL OTHER STRUCTURAL ELEMENTS 4,500 NORMAL WEIGHT (145 PCF)
<br />TABLE FUND-1. SOIL PROPERTIES
<br />PARAMETER VALUE UNIT
<br />ALLOWABLE BEARING CAPACITY (D+L)1,500 PSF
<br />FRICTION COEFFICIENT N/A
<br />PASSIVE SOIL RESISTANCE N/A PCF
<br />AT REST SOIL PRESSURE N/A PCF
<br />ACTIVE SOIL PRESSURE N/A PCF
<br />INCREMENTAL SEISMIC PRESSURE N/A PCF
<br />1. ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE,
<br />ACI 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND ALL APPLICABLE MODIFICATIONS AS NOTED
<br />IN THE CONTRACT DOCUMENTS OR BY LOCAL AUTHORITIES.
<br />2. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM MECHANICAL PROPERTIES AT 28-DAY, UNLESS
<br />NOTED OTHERWISE IN TABLE CAST-1.
<br />3. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, CONCRETE MIX
<br />SHALL CONFORM TO THE REQUIREMENTS FOR CONCRETE ASSIGNED TO EXPOSURE CLASSES F1, S2, W0,
<br />AND C1, AS DEFINED IN TABLE 19.3.1.1 OF ACI 318.
<br />4. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, PORTLAND
<br />CEMENT FOR CONCRETE SHALL CONFORM TO ASTM C150 TYPE V.
<br />5. UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS, WATER CEMENT RATIO (W/cm) SHALL BE
<br />BASED ON THE REQUIREMENTS FOR SPECIFIED EXPOSURES, AND IT SHALL NOT EXCEED 0.45.
<br />6. DETERIORATED OR CONTAMINATED MATERIALS SHALL NOT BE USED IN CONCRETE PRODUCTION.
<br />CONCRETE PRODUCTION INCLUDING EQUIPMENT USED TO MIX; BATCH AND DELIVERY SHALL CONFORM
<br />TO ASTM C94 OR ASTM C685.
<br />7. CONCRETE SHALL BE MOIST CURED FOR AT LEAST 7 DAYS OF PLACEMENT EXCEPT IF APPROVED
<br />ACCELERATED CURING COMPOUND OR HIGH-SOLIDS CURING COMPOUND IS USED.
<br />8. THE CONCRETE MAINTAINED AT A TEMPERATURE OF AT LEAST 50°F DURING THE CURING TIME BUT
<br />NOT LESS THAN 7 DAYS.
<br />9. UNLESS APPROVED BY ARCHITECT, NO CURING COMPOUNDS, SEALERS, HARDENERS, ETC., SHALL BE
<br />ADDED TO OR APPLIED ON CONCRETE RECEIVING FINISHES.
<br />10. AGGREGATE SHALL CONFORM TO ASTM C33 FOR NORMALWEIGHT CONCRETE. NORMALWEIGHT
<br />CONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT OF 145 PCF.
<br />11. MAXIMUM AGGREGATE SIZE FOR FOUNDATION CONCRETE SHALL BE 1-1/2 IN. MAXIMUM AGGREGATE
<br />SIZE FOR OTHER MEMBERS SHALL BE 1 IN. BUT NOT LARGER THAN THE LEAST OF, ¾ THE MINIMUM
<br />CLEAR SPACING BETWEEN REINFORCING STEEL BARS INCLUDING SPLICES AND 1/5 THE NARROWEST
<br />DIMENSIONS BETWEEN SIDE OF THE FORMS.
<br />12. FRESH CONCRETE SLUMP IN FLATWORK SHALL NOT BE MORE THAN 4 INCHES.
<br />13. CONCRETE MIX SHALL BE BASED ON THE REQUIREMENTS STATED IN SECTION 4.2.3 OF ACI 301 FOR
<br />TRIAL MIXTURE OR/AND FIELD EXPERIENCES.
<br />14. UNLESS NOTED OTHERWISE, ALL PREVIOUSLY HARDENED CONCRETE AT CONSTRUCTION JOINT SHALL
<br />BE CLEAN, FREE OF LAITANCE, AND INTENTIONALLY ROUGHENED TO FULL AMPLITUDE OF ¼ IN. PRIOR TO
<br />FRESH CONCRETE PLACEMENT.
<br />15. UNLESS APPROVED BY THE STRUCTURAL ENGINEER, CENTER TO CENTER SPACING OF THE PIPES AND
<br />CONDUITS SHALL NOT BE LESS THAN 3 TIMES THE LARGEST DIAMETER OF PIPES OR CONDUITS, AND
<br />CLEAR SPACING BETWEEN THE EMBEDMENTS SHALL NOT BE LESS THAN 4 IN.
<br />16. EMBEDMENTS PARALLEL TO THE CONSTRUCTION JOINTS SHALL NOT BE PLACED CLOSER THAN
<br />DEVELOPMENT LENGTH OF THE LARGER BAR CROSSING THE CONSTRUCTION JOINT. CROSSING OF THE
<br />CONDUITS SHALL NOT BE PERMITTED.
<br />17. PIPES AND CONDUITS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB, FOUNDATION, AND WALL
<br />THICKNESS OR BEAM AND GIRDER SIDE DIMENSION.
<br />18. SLEEVES SHALL BE PROVIDED FOR PLUMBING AND ELECTRICAL PENETRATIONS AND OPENINGS.
<br />ALUMINUM EMBEDMENTS SHALL BE COATED OR COVERED. NO CONTACT BETWEEN ALUMINUM AND
<br />CONCRETE OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL IS PERMITTED.
<br />19. DO NOT DAMAGE REINFORCING STEEL. WHERE CONFLICT OCCURS BETWEEN REINFORCING STEEL AND
<br />EMBEDMENTS OR SLEEVES LAYOUT, REPOSITION THE SLEEVES OR REINFORCING STEEL. UNLESS
<br />APPROVED BY STRUCTURAL ENGINEER, CORING IS NOT PERMITTED.
<br />20.CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304. PROPERLY SECURE ALL REINFORCING
<br />STEEL, EMBEDMENT PARTS, PIPES, CONDUITS, ANCHORS, AND OTHER CONCRETE EMBEDMENTS IN
<br />POSITION, PRIOR TO PLACING CONCRETE. REMOVE DEBRIS AND CLEAN REINFORCING STEELS AND FORM
<br />PRIOR TO PLACING CONCRETE.
<br />21.KEYED CONSTRUCTION JOIST SHALL BE PROVIDED AS SHOWN ON THESE DRAWINGS.
<br />22.FORMWORK DESIGN, CONSTRUCTION, AND REMOVAL SHALL BE IN ACCORDANCE WITH ACI 347 AND
<br />ACI 347.2R. CONSTRUCTION LOADS MAY BE GREATER THAN THE SPECIFIED STRUCTURAL LIVE LOADS.
<br />23.GROUT SHALL BE NON-METALLIC, NON-SHRINK AND SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTH
<br />OF AT LEAST TWICE THE STRENGTH OF THE CONCRETE BEARING ON, BUT NOT LESS THAN 7,000 PSI.
<br />GROUT SHALL NOT CONTAIN CHLORIDES. UNLESS APPROVED BY STRUCTURAL ENGINEER, GROUT
<br />THICKNESS SHALL NOT BE LESS THAN 1 IN. INFORM STRUCTURAL ENGINEER FOR WRITTEN APPROVAL
<br />WHERE GROUT WITH MORE THAN 1 1/2 IN. THICKNESS IS REQUIRED.
<br />24. WHERE LEAN CONCRETE IS SPECIFIED ON THE DRAWINGS, LEAN CONCRETE SHALL CONTAIN A
<br />MINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD ON CONCRETE.
<br />25. ALUMINUM OR ALUMINUM ALLOY PIPES SHALL NOT BE USED FOR PUMPING AND DELIVERING FRESH
<br />CONCRETE.
<br />26.UNLESS NOTED OTHERWISE BY STRUCTURAL ENGINEER OR CONTRACT DOCUMENTS, AT LEAST TWO
<br />6X12 IN. OR THREE 4X8 IN. CONCRETE SAMPLES SHALL BE MOLDED, FIELD-CURED, AND TESTED IN
<br />ACCORDANCE WITH ASTM C31 AND ASTM C39.
<br />27.CONCRETING IN HOT WEATHER AND COLD WEATHER SHALL BE IN ACCORDANCE WITH ACI 305.1 AND
<br />ACI 306.1 AND ACI 301. ACI 301 SHALL BE CONSIDERED AS GOVERNING DOCUMENT UNLESS NOTE
<br />OTHERWISE ON THE CONTRACT SPECIFICATIONS OR DOCUMENTS.
<br />28.IF ANCHOR BOLTS ARE PLACED IN THE TOP OF A COLUMNS PILE OR PEDESTAL, THE BOLTS SHALL BE
<br />ENCLOSED BY TRANSVERSE REINFORCEMENT THAT ALSO SURROUNDS AT LEAST FOUR LONGITUDINAL
<br />BARS WITHIN THE PILE OR PEDESTAL. THE TRANSVERSE REINFORCEMENT SHALL BE DISTRIBUTED
<br />WITHIN THE TOP 5 IN. OF THE COLUMN OR PEDESTAL AND SHALL CONSIST OF AT LEAST TWO NO. 4 OR
<br />THREE NO. 3 BARS.
<br />29. THE TESTING AGENCY PERFORMING ACCEPTANCE TESTING SHALL COMPLY WITH ASTM C1077.
<br />CAST IN PLACE CONCRETE
<br />FOUNDATIONS
<br />1. NO GEOTECHNICAL REPORT WAS PROVIDED. THE DESIGN OF FOUNDATION IS BASED ON THE DEFAULT
<br />VALUE PROVIDED IN FOUNDATION REQUIREMENTS FOR RESIDENTIAL PROJECTS AND ACCESSORY
<br />STRUCTURES DATED 06/22/2020 BY THE COUNTY OF ORANGE DEPARTMENT OF PUBLIC WORKS. THE
<br />DESIGN OF FOUNDATION IS ALSO BASED ON THE DEFAULT VALUES PROVIDED IN TABLE 1806.2 OF CBC
<br />2022 FOR SOIL CLASS 5 (CL, ML, MH AND CH). SEE TABLE FUND-1 FOR THE DESIGN PARAMETERS
<br />RECOMMENDED BY THE ABOVE REFERENCED DOCUMENT AND WERE CONSIDERED FOR THE FOUNDATION
<br />DESIGN OF THIS PROJECT. A 33% INCREASE FOR BEARING CAPACITY WAS CONSIDERED FOR LOAD
<br />COMBINATIONS INCLUDING WIND OR SEISMIC LOADS.
<br />2. EXTERIOR & INTERIOR FOUNDATIONS SHALL BE CARRIED AT LEAST 24 IN. & 18 IN. INTO FIRM
<br />UNDISTURBED NATURAL OR COMPACTED SOIL UNO ON THE PLANS OR DETAILS.
<br />3. IF A GEOTECHNICAL ENGINEER IS HIRED BY THE OWNER, FOUNDATION, EARTHWORK, AND
<br />EXCAVATION DRAWINGS SHALL BE SUBMITTED TO THE GEOTECHNICAL ENGINEER TO REVIEW AND
<br />APPROVE FOR COMPLIANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS, PRIOR TO
<br />SUBMITTING THE DRAWINGS TO THE CITY FOR PERMIT APPLICATION.
<br />4. EXCAVATION AND STABILITY OF SLOPES ARE NOT PART OF THE DESIGN SCOPE, AND CONTRACTOR
<br />SHALL REMAIN SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITED
<br />TO LAGGING, SHORING, RESHORING UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.
<br />5. NO CONSTRUCTION, EXPANSION OR COLD JOINTS ARE PERMITTED IN THE FOUNDATIONS AND GRADE
<br />BEAMS, UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS.
<br />6. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE
<br />CONCRETE PLACING.
<br />7. NOTIFY THE OWNER'S REPRESENTATIVE, IF ANY BURIED CONSTRUCTIONS THAT ARE NOT INDICATED
<br />ON THESE DRAWINGS ARE FOUND ON THE CONSTRUCTION SITE. UNLESS SPECIFICALLY SHOWN ON THESE
<br />DRAWINGS, DO NOT DAMAGE ANY EXISTING BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
<br />FOUNDATIONS, ETC.
<br />8. LOCATE ALL UTILITIES PRIOR TO COMMENCING THE WORK. EXISTING EMBEDDED OR SURFACE
<br />UTILITIES SHALL BE PROTECTED TO REMAIN UNDAMAGED DURING AND AFTER CONSTRUCTION WORK.
<br />9. UNLESS NOTED OTHERWISE, OR REQUIRED BY THE LOCAL AUTHORITIES, REMOVE ABANDONED
<br />FOUNDATIONS, UTILITIES, PIPES, ETC. WHEREVER INTERFERE WITH THE NEW CONSTRUCTION OR
<br />IMPOSE DANGERS.
<br />10. UNLESS NOTED OTHERWISE ON CONTRACTUAL DOCUMENTS, OR REQUIRED BY THE LOCAL
<br />AUTHORITIES, EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE APPROVED REPRESENTATIVE
<br />OF GEOTECHNICAL ENGINEER OR INSPECTORS PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY
<br />THE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.
<br />11. WHERE EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING,
<br />FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED. WHERE FOUNDATIONS ARE
<br />CAST AGAINST EARTH, DIMENSIONS OF THE FOUNDATIONS SHALL BE ENLARGED BY AN ADDITIONAL ONE
<br />INCH IN THE DIRECTION OF THE SIDE CAST AGAINST EARTH.
<br />12. CONCRETE SHALL NOT BE PLACED ON FROZEN GRADE. FOUNDATIONS THAT MAY SUBJECT TO
<br />FREEZING TEMPERATURES AFTER FOUNDATION CONSTRUCTION SHALL BE ADEQUATELY PROTECTED FROM
<br />FREEZING.
<br />13. ALL EARTHWORK INCLUDING BUT NOT LIMITED TO EXCAVATION, BACKFILL, AND COMPACTION SHALL
<br />BE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS STATED IN GEOTECHNICAL
<br />INVESTIGATION REPORT OR THE REQUIREMENTS OF THE CITY OF THE PROJECT.
<br />14. FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE OBSERVED AND APPROVED BY
<br />THE GEOTECHNICAL ENGINEER OF RECORD, IF APPLICABLE, AND THE GOVERNING AGENCY PRIOR TO
<br />PLACING REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OF
<br />COMPLIANCE TO THE OWNER.
<br />15. FOR SLOT-CUTTING METHOD OF EXCAVATION, PROVIDE SUPPORTING COMPUTATIONS BY A
<br />REGISTERED GEOTECHNICAL ENGINEER AND A DRAWING SHOWING THE LOCATION OF SLOTS, THEIR
<br />WIDTH AND SEQUENCE OF SLOT CUTS. SLOT CUT TO BE AT LEAST 36" AWAY FROM ANY PROPERTY LINES
<br />AND NOT EXCEED 5 FEET IN DEPTH.
<br />16. TEMPORARY CUT SLOPES SHALL NOT EXCEED RECOMMENDED DEPTH IN THE GEOTECHNICAL
<br />INVESTIGATION REPORT. DO NOT PERMIT ANY PERSON TO DESCEND INTO TRENCHES OR EXCAVATIONS
<br />GREATER THAN FIVE FEET IN DEPTH UNLESS NECESSARY PERMIT FROM STATE OF CALIFORNIA DIVISION
<br />OF INDUSTRIAL SAFETY IS OBTAINED PRIOR TO ISSUANCE OF BUILDING OR GRADING PERMIT.
<br />CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMIT, AND INSTALLATION OF ALL SHORING AND
<br />SHEATHING NECESSARY TO SAFELY RETAIN EARTH BANKS.
<br />17. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FROM SURFACE WATER,
<br />GROUNDWATER OR SEEPAGE. DEWATERING SHALL EFFECTIVELY ELIMINATE ANY HYDROSTATIC PRESSURE
<br />ON SHORING. ENSURE THAT CONTAMINATED WATER IS NOT DISPOSED OF IN PUBLIC SEWER OR STORM
<br />DRAIN SYSTEM AND ENSURE THAT DIRTY WATER IS NOT DISPOSED OF INTO PUBLIC RIGHT-OF-WAY.
<br />18. SIDEWALKS OR PAVING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED TO
<br />PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. LANDSCAPE IRRIGATION IS NOT PERMITTED
<br />WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTED
<br />PLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROM
<br />DOWNSPOUTS, ROOF DRAINS, AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN
<br />FIVE FEET OF BUILDING PERIMETER.
<br />19. UNLESS ADEQUATELY BRACED AND SHORED, RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL
<br />WALLS HAVE ATTAINED FULL DESIGN STRENGTH. FOR PIT WALLS AND BUILDING WALLS BELOW GRADE,
<br />BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ATTACHED FLOORS ARE PLACED, CURED FOR AT
<br />LEAST 7 DAYS, AND HAVE ATTAINED 70% DESIGN STRENGTH. BACKFILL PLACED IMMEDIATELY BEHIND
<br />RETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT.
<br />20. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"
<br />ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.
<br />23. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.
<br />TABLE WIND-1. WIND DESIGN DATA
<br />CASE VALUE
<br />BASIC WIND SPEED 95 MPH
<br />IMPORTANCE FACTOR, Iw 1.0
<br />EXPOSURE CATEGORY B
<br />ENCLOSURE CLASSIFICATION ENCLOSED BUILDING
<br />INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18
<br />WIND BASE SHEAR IN EAST- WEST DIRECTION 4 KIPS
<br />WIND BASE SHEAR IN NORTH- SOUTH DIRECTION 3.4 KIPS
<br />TABLE EQ-1. EARTHQUAKE DESIGN DATA
<br />PARAMETER VALUE
<br />SITE CLASS D-DEFAULT
<br />IMPORTANCE FACTOR, IE 1.0
<br />MAPPED SPECTRAL RESPONSE ACCELERATION, SS 1.295 G
<br />MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.462 G
<br />SITE COEFFICIENT, FA 1.2
<br />SITE COEFFICIENT, FV 1.838
<br />DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS 1.036 G
<br />DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 0.566 G
<br />SEISMIC DESIGN CATEGORY D
<br />RESPONSE MODIFICATION COEFFICIENT (S) OF LIGHT-
<br />FRAME (WOOD), R 6.5
<br />OVERSTRENGTH FACTOR (WOOD), Ω0 3
<br />DEFLECTION AMPLIFICATION FACTOR (WOOD), CD 4
<br />SEISMIC RESPONSE COEFFICIENT, CS 0.159 (LRFD)
<br />SEISMIC BASE SHEAR OF LIGHT- FRAME (WOOD)2.97 KIPS
<br />ANALYSIS PROCDURE ELF PROC.
<br />RESPONSE MODIFICATION COEFFICIENT (S) OF OMF
<br />(STEEL), R
<br />N/A
<br />OVERSTRENGTH FACTOR (STEEL), Ω0 N/A
<br />DEFLECTION AMPLIFICATION FACTOR (STEEL), CD N/A
<br />SEISMIC RESPONSE COEFFICIENT, CS N/A
<br />SEISMIC BASE SHEAR OF OMF (STEEL) N/A
<br />ANALYSIS PROCDURE N/A
<br />TABLE LL-1. MINIMUM LIVE LOAD
<br />RESIDENTIAL AREAS VALUE
<br />PRIVATE ROOMS AND CORRIDORS SERVING THEM 40 PSF
<br />PUBLIC ROOMS 100 PSF
<br />CORRIDORS SERVING PUBLIC ROOMS 100 PSF
<br />UNINHABITABLE ATTICS WITHOUT STORAGE 10 PSF
<br />UNINHABITABLE ATTICS WITH STORAGE 20 PSF
<br />HABITABLE ATTICS AND SLEEPING AREAS 30 PSF
<br />ALL OTHER AREAS 40 PSF
<br />BALCONIES AND DECKS
<br />1.5 TIMES THE LIVE LOAD FOR THE AREA
<br />SERVED. NOT REQUIRED TO EXCEED 100
<br />PSF
<br />ROOFS
<br />ORDINARY FLAT, PITCHED, AND CURVED ROOFS 20 PSF
<br />ROOF AREAS USED FOR OCCUPANTS SAME AS OCCUPANCY SERVED
<br />ROOF AREAS USED FOR ASSEMBLY PURPOSES 100 PSF
<br />1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DRAWINGS FOR THE DEMOLISHING
<br />AND REBUILDING THE EXISTING GARAGE LIKE FOR LIKE, LOCATED AT 1011 W 2ND ST, SANTA ANA, CA
<br />92703.
<br />2. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE
<br />AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK FOR LATERAL
<br />AND GRAVITY LOADS. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR
<br />CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF
<br />WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO
<br />THE PROVIDED DOCUMENTS OR CODE COMPLIANCE.
<br />3. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE.
<br />SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH
<br />WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE
<br />DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED.
<br />4. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL
<br />AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER
<br />SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED
<br />OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENT
<br />DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE.
<br />5. THE CLIENT IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION, AND
<br />STRUCTURAL ENGINEER DISCLAIMS ANY LIABILITIES FOR DISCREPANCIES BETWEEN THE DOCUMENTS
<br />THEMSELVES OR PROVIDED INFORMATION AND FIELD CONDITIONS.
<br />6. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK.
<br />7. ALL WORK SHALL BE INACCORDANCE WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC),
<br />CALIFORNIA RESIDENTIAL CODE (CRC), AND ALL AMENDMENTS OF THE CITY OF THE PROJECT LOCATION
<br />AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE.
<br />8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS FOR THE OCCUPATIONAL
<br />SAFETY AND HEALTH ADMINISTRATION (OSHA) OF PROJECT STATE AND ALL APPLICABLE LOCAL CODES
<br />AND ORDINANCES. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFTEY OF PERSONEL AND
<br />JOBSITE OF THIS CONTRACT DURING THE CONSTRUCTION. ENGINEER AND THE OWNER SHALL REMAIN
<br />HARMLESS FROM ANY AND ALL LIABILITIES OF THE CONSTRUCTION WORK.
<br />9. THE JURISDICTION PERMIT SET SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING THE
<br />WORK PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. SAZAN SHALL HAVE NO LIABILITY OR
<br />RESPONSIBILITY FOR THE SAFETY, AND/OR COSTS OF ANY CONSTRUCTION THAT IS PERFORMED PRIOR
<br />TO ACQUIRING THE JURISDICTION’S PERMIT. FAILURE TO OBTAIN A BUILDING PERMIT IS A VIOLATION OF
<br />CONTRACTORS LICENSE LAW. CONSTRUCTION PERFORMED WITHOUT A PERMIT CAN EXPOSE A
<br />HOMEOWNER TO ADDITIONAL LIABILITY AND COSTS.
<br />10. CONSTRUCTION DOCUMENTS IDENTIFIED AS BID SET OR ISSUED FOR PERMIT ON ANY OR ALL SHEETS
<br />ARE SUBJECTED TO REVIEW AND APPROVAL BY BUILDING OFFICIALS. THIS REVIEW MAY RESULT CHANGES
<br />TO THE DOCUMENTS. DRAWING SETS/SHEETS THAT ARE NOT APPROVED BY BUILDING OFFICIALS SHALL
<br />NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING ANY PREPARATION WORK. THESE DOCUMENTS
<br />ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL CONSTRUCTION DOCUMENTS AND THEY
<br />SHALL NOT IN ANY WAY BE USED AS SUCH.
<br />11. DESIGN OF HANDRAILS AND GUARDRAILS ARE NOT INCLUDED WITH THIS SCOPE OF WORK.
<br />12. ALL GUARDRAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LATERAL POINT LOAD OF 200
<br />POUNDS APPLIED HORIZONTALLY AT RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS
<br />REQUIRED AT 3-STORY AND MULTI-FAMILY.
<br />13. THESE DRAWINGS ARE PROVIDED SPECIFICALLY FOR THE PROJECT LISTED ON THE TITLE BLOCK AND
<br />ANY REUSE OR REPRODUCE OF THE DRAWINGS AND DETAILS AS A WHOLE, OR A PART ARE STRICTLY
<br />PROHIBITED UNLESS A WRITTEN APPROVAL FROM THE ENGINEER IS ISSUED.
<br />14. CONTRACTOR SHALL COORDINATE FOR ALL INSPECTIONS AND SPECIAL INSPECTIONS THAT ARE
<br />REQUIRED BY LOCAL AUTHORITIES FOR THE WORK. ALL REPORTS SHALL BE SUBMITTED TO THE OWNER
<br />AND ENGINEERS PRIOR TO THE CONCLUDING OF THE WORK. ALL REPORTED DEFICIENCIES IDENTIFIED BY
<br />THE STRUCTURAL OBSERVER SHALL BE REPAIRED AT NO COSTS TO THE OWNER OR ENGINEERS PRIOR TO
<br />CONCLUSION OF WORK.
<br />15. ALL DIMENSIONS SHALL BE VERIFIED IN FIELD PRIOR TO COMMENCEMENT OF WORK. ANY
<br />DISCREPANCIES BETWEEN THE DIMENSION SHOWN ON THESE DRAWINGS AND CIVIL DRAWINGS,
<br />ARCHITECTURAL DRAWINGS OR FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER. ALL
<br />OPENINGS' LAYOUT, EMBEDMENTS, SLEEVES, AND PENETRATIONS FOR ARCHITECTURAL, MECHANICAL,
<br />AND ELECTRICAL ATTACHMENTS SHALL BE VERIFIED PRIOR TO PERFORMING THE WORK. NO WORK SHALL
<br />BE PERFORMED UNTIL THE DISCREPANCIES ARE RESOLVED.
<br />16. REVIEW ALL CONTRACT DOCUMENTS FOR THE SCOPE OF WORK AND CONTRACTOR MINIMUM
<br />RESPONSIBILITIES. PROJECT DOCUMENTS INCLUDE INFORMATION REQUIRED TO CONVEY THE DESIGN
<br />INTENT. NOTIFY THE ENGINEER PRIOR TO COMMENCING OF THE WORK, IF ANY CLARIFICATIONS OF THE
<br />DESIGN ARE NEEDED.
<br />17. THE DRAWINGS SHALL NOT BE SCALED. SPECIFIC DIMENSIONS SHOWN ON THE DRAWINGS, TAKE
<br />PRECEDENCE OVER THE SCALED DRAWINGS.
<br />18. CONTRACTOR SHALL SCHEDULING SEQUENCE OF ALL WORK AND SUBCONTRACTORS' PLANS AND
<br />COORDINATE ALL WORK AND MAINTAIN CLEAN PATHS FOR ALL CODE REQUIRED EXITS AT ALL THE
<br />PHASES OF CONSTRUCTION. THE SCHEDULE SHALL BE APPROVED BY THE OWNER AND
<br />ARCHITECT-ENGINEER OF THE RECORD PRIOR TO COMMENCING THE WORK.
<br />19. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH
<br />THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE
<br />REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION.
<br />20. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY SEOR.
<br />21.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE INSTRUCTIONS OR
<br />REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT
<br />THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. DETAILS ON SHEETS TITLED
<br />“TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR
<br />TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY
<br />OCCUR.
<br />22. TYPICAL AND SIMILAR DETAILS SHALL BE CONSIDERED WHERE THE CONDITIONS ARE NOT
<br />SPECIFICALLY DETAILED. RESPONSIBILITIES OF THE CONTRACTOR INCLUDE UNDERSTANDING THE
<br />EXTENT OF THE TYPICAL DETAILS AND THEIR APPLICATION PRIOR TO PERFORMING WORK.
<br />23.SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL
<br />DETAILS. IF CONFLICT OCCURS BETWEEN THE CONTRACT DRAWINGS AND THE PROJECT MANUAL,
<br />IMMEDIATELY NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. NO WORK SHALL BE
<br />PERFORMED IN THE AREA OF QUESTION TILL THE CONFLICT IS RESOLVED.
<br />24. THE STABILITY, AND INTEGRITY OF THE STRUCTURE ARE VERIFIED AS A WHOLE. PROJECT
<br />DOCUMENTS DO NOT INDICATE MEANS AND METHODS OF THE CONSTRUCTION. CONTRACTOR SHALL
<br />TAKE REQUIRED MEASURES TO ENSURE THE STABILITY AND INTEGRITY OF THE STRUCTURE
<br />CONSIDERING ALL FIELD CONDITIONS. NEW COMPONENTS THAT ARE ADDED FOR STABILITY AND ARE
<br />NOT PART OF THE FINAL CONSTRUCTION SHALL BE REMOVED PRIOR TO CONCLUDING THE WORK.
<br />25.DURIG THE CONSTRUCTION, ALL TEMPORARY BRACING ELEMENTS REQUIRED TO RESIST WIND,
<br />SEISMIC, SOIL PRESSURE OR OTHER LATERAL LOADS, SHALL BE MAINTAINED UNTIL THE MAIN LATERAL
<br />FORCE RESISTING SYSTEMS OF THE BUILDING AND THEIR CONNECTIONS ARE COMPLETED. PROJECT
<br />OBSERVATION PROGRAMS AND VISITS PERFORMED BY ENGINEERS AND INSPECTORS SHALL NOT BE
<br />CONSIDERED AS APPROVAL OF CONSTRUCTION MEANS AND METHODS. STRUCTURAL OBSERVATIONS DO
<br />NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL
<br />NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION.
<br />26.CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF ALL STRUCTURAL, NONSTRUCTURAL,
<br />ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
<br />FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
<br />SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE OWNER.
<br />27. ALL MODIFICATIONS AND SUBSTITUTIONS SHALL BE SUBMITTED FOR APPROVAL.
<br />28. THE CONTRACTOR SHALL VERIFY EXISTING CONCEALED AND VISIBLE CONDITIONS AND SHALL MAKE
<br />NECESSARY ADJUSTMENTS TO THE SYSTEMS AND COSTS DUE TO ACTUAL FIELD CONDITIONS. UNLESS
<br />SPECIFICALLY APPROVED BY THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF THE RECORD,
<br />AFTER AWARDING THE PROJECT, NO ADDITIONAL COSTS TO THE OWNER OR ENGINEER ARE ACCEPTED
<br />DUE TO FIELD CONDITIONS.
<br />29.STRUCTURAL DESIGN CAPACITIES PROVIDED ON THESE DRAWINGS ARE APPLICABLE AFTER THE ALL
<br />ELEMENTS AND THEIR CONNECTIONS ARE CONSTRUCTED AND FULLY CURED. WHERE CONSTRUCTION
<br />MATERIALS ARE PLACED ON CONSTRUCTED FLOORS AND ROOFS, MATERIALS SHALL BE DISTRIBUTED
<br />SUCH THAT THE DESIGN LIVE LOAD PER SQUARE FOOT IS NOT EXCEEDED AT ANY LOCATIONS.
<br />30.EQUIPMENT ANCHORAGE TO THE STRUCTURE SHALL BE PROVIDED BY MANUFACTURER IN
<br />ACCORDANCE WITH STATE AND CITY CODES.
<br />31.BRACING SYSTEMS USED FOR ATTACHMENTS SHALL HAVE CURRENT APPROVAL DOCUMENTS AND
<br />EVALUATION REPORT, WHICH CONFORM TO THE GOVERNING CODE, AND AUTHORITY REQUIREMENTS.
<br />32.SUSPENDED EQUIPMENT SHALL BE SECURED WITH APPROVED LATERAL BRACING SYSTEM HAVING
<br />CURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT.
<br />33.UNLESS NOTES OTHERWISE, LOADS FROM ELECTRICAL, MECHANICAL, AND PLUMBING ATTACHMENTS
<br />SHALL BE SUPPORTED BY STRUCTURAL BEAMS.
<br />34.INSTALL ALL MATERIALS AND PRODUCTS SPECIFIED OR SHOWN IN THESE DRAWINGS IN STRICT
<br />CONFORMANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.
<br />35.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS
<br />LAYOUT OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS, LOCATION AND EXTENT OF
<br />EXTERIOR WALL SYSTEM, LOCATION AND EXTENT OF NON-BEARING CMU WALLS AND LAYOUT OF
<br />OPENINGS THEREIN, LAYOUT OF SLOPES, CONCRETE CURBS, DEPRESSIONS, CHANGES IN LEVEL,
<br />CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS, LAYOUT OF OPENINGS IN FLOORS AND ROOF
<br />AND SLAB EDGES,FRAMING, LAYOUT AND DETAILS STAIR SIZE AND LOCATION.
<br />36.REFER TO ELECTRICAL, MECHANICAL, PLUMBING DRAWINGS FOR LOCATION AND SIZE OF PIPE
<br />SLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, LAYOUT, LOCATIONS
<br />AND EXTENT OF ANCHORAGE OF PIPING, ELECTRICAL CONDUITS AND DUCTWORK, TO STRUCTURE,
<br />LAYOUT, LOCATIONS, AND EXTENT OF EQUIPMENT ANCHORAGE TO STRUCTURE, EQUIPMENT PADS, AND
<br />REQUIREMENT WEIGHTS, LAYOUT, LOCATIONS, AND EXTENT OF ELECTRICAL CONDUITS, OUTLETS, AND
<br />BOXES IN CONCRETE SLABS AND WALLS.
<br />37.UNLESS APPROVED BY THE ENGINEER, NO OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWN
<br />ON THE STRUCTURAL DRAWINGS AND EXTENDING INTO OR THROUGH STRUCTURAL ELEMENTS SHALL BE
<br />PERMITTED. ADDITIONAL DETAILING MAY BE REQUIRED AT THESE LOCATIONS.
<br />38. ANY MODIFICATION TO THESE DRAWINGS OR DETAILS WITHOUT A WRITTEN APPROVAL FROM THE
<br />ENGINEER SHALL VOID THE ENGINEER’S RESPONSIBILITY FOR THE WHOLE STRUCTURE. IF ANY
<br />MODIFICATIONS ARE REQUIRED, IT SHALL BE REPORTED TO THE ENGINEER AND SHALL BE APPROVED
<br />PRIOR TO PERFORMING THE WORK.
<br />39.DESIGN DATA
<br />DESIGN OF THE STRUCTURE IS IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2022.
<br />UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE DESIGN LOADS ARE AS TABLE LL-1.
<br />RESIDENTIAL AREAS
<br />RISK CATEGORY = II
<br />CODE LEVEL WIND DESIGN DATA ARE AS TABLE WIND-1.
<br />CODE LEVEL EARTHQUAKE DESIGN DATA ARE AS TABLE EQ-1.
<br />GENERAL NOTES
<br />1 1/2"
<br />LAP SPLICE LENGTH
<br />db
<br />GA
<br />P
<br />
<br />S
<br />H
<br />A
<br />L
<br />L
<br />
<br />N
<br />O
<br />T
<br />
<br />E
<br />X
<br />C
<br />E
<br />E
<br />D
<br />TH
<br />E
<br />
<br />S
<br />M
<br />A
<br />L
<br />L
<br />E
<br />R
<br />
<br />O
<br />F
<br />
<br />1
<br />/
<br />2
<br />LA
<br />P
<br />
<br />L
<br />E
<br />N
<br />G
<br />T
<br />H
<br />
<br />A
<br />N
<br />D
<br />
<br />6
<br />"
<br />REINFORCEMENT AS REQD.CONCRETE
<br />NOTE:
<br />BARS ARE REPMITTED TO BE IN CONTACT WITH EACH OTHER
<br />DE
<br />V
<br />E
<br />L
<br />O
<br />P
<br />M
<br />E
<br />N
<br />T
<br />
<br />L
<br />E
<br />N
<br />G
<br />T
<br />H
<br />PE
<br />R
<br />
<br />T
<br />A
<br />B
<br />L
<br />E
<br />SURFACE OF CONCRETE OR
<br />SECTION FROM WHICH
<br />DEVELOPMENT LENGTH IS
<br />MEASURED
<br />CO
<br />V
<br />E
<br />R
<br />
<br />O
<br />N
<br />
<br />B
<br />A
<br />R
<br />
<br />E
<br />X
<br />T
<br />E
<br />N
<br />T
<br />I
<br />O
<br />N
<br />FO
<br />R
<br />
<br />9
<br />0
<br />°
<br />
<br />H
<br />O
<br />O
<br />K
<br />A
<br />SECTION A
<br />SIDE COVER
<br />FOR 90° AND
<br />180° HOOK
<br />DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION
<br />90° HOOK
<br />db
<br />12
<br />
<br />d
<br />b
<br />EX
<br />T
<br />E
<br />N
<br />S
<br />I
<br />O
<br />N
<br />6d
<br />b B
<br />E
<br />N
<br />D
<br />DI
<br />A
<br />.
<br />180° HOOK
<br />db
<br />6d
<br />b B
<br />E
<br />N
<br />D
<br />DI
<br />A
<br />.
<br />2 1/2", BUT NOT
<br />LESS THAN 4db EXTENSION
<br />HOOKS FOR REINFORCEMENT
<br />IN WALLS AND FOUNDATIONS
<br />90° HOOK
<br />db
<br />12
<br />
<br />d
<br />b
<br />EX
<br />T
<br />E
<br />N
<br />S
<br />I
<br />O
<br />N
<br />4d
<br />b B
<br />E
<br />N
<br />D
<br />DI
<br />A
<br />.
<br />135° HOOK
<br />db
<br />4d
<br />b B
<br />E
<br />N
<br />D
<br />DI
<br />A
<br />.
<br />6db
<br />EXTEN
<br />S
<br />I
<br />O
<br />N
<br />HOOKS FOR STIRRUPS IN
<br />LINTELS
<br />FIGURE STANDARD HOOKS
<br />FRAMING LUMBER AND ENGINEERED WOOD PRODUCT
<br />TABLE CONCOV-1. CONCRETE COVERAGE
<br />LOCATION VALUE
<br />CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO
<br />EARTH
<br />3"
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />NO. 6 THROUGH NO. 18 BARS
<br />NO. 5 BARS, W31 OR D31 WIRE, AND SMALLER
<br />2"
<br />1 1/2"
<br />CONCRETE NOT EXPOSED WEATHER OR IN CONTACT WITH
<br />GROUND:
<br /> SLAB, WALL, JOIST:
<br /> NO. 14 AND NO. 18 BARS
<br /> NO. 11 BARS AND SMALLER (*)
<br /> BEAMS AND COLUMNS:
<br /> PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
<br /> SLAB-ON-GRADE
<br />1 1/2"
<br />1"
<br />1 1/2"
<br />AT ONE-THIRD OF THE SLAB THICKNESS
<br />FROM THE TOP SIDE
<br />(*) CONCRETE COVER FOR THESE MEMBERS MAY NOT BE ADEQUATE FOR 2 HOURS OF FIRE RATING
<br />PROJECT
<br />CLIENT
<br />0' 2' 4' 8' 16'
<br />SHEET TITLE
<br />1011 W 2ND ST, SANTA ANA,
<br />CA 92703
<br />JUAN GARSIA
<br />SAZAN INC.
<br />2610 Vista Del Oro, Newport Beach, CA 92660
<br />S0.01
<br />CONSTRUCTION NOTES
<br />DATE. 12/21/2023
<br />EXP. 06-30-2024
<br />
<br /> <br />
<br /><br />
<br />1011 W Second St
<br />5/1/2025
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