REVISIONS - nebula.wsimg.com

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE `BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE' (ACI 318), THE 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301, LATEST EDITIONS AND THE `MANUAL OFSTANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION' BY CRSI AND WCRSI (LATEST EDITION), AS MODIFIED BY THE PROJECTDRAWINGS AND SPECIFICATIONS.2. DEFORMED REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60, U.N.O. USE A706 WHERE WELDED AND INMEMBERS RESISTING EARTHQUAKE-INDUCED FORCES. WIRE MESH REINFORCING SHALL BE 6X6 - W4 X W4 U.N.O. CONFORMING TO ASTMSPECIFICATION A185. MINIMUM LAP SHALL BE 12 INCHES.3. WELDING OF REINFORCING SHALL BE WITH E70XX LOW HYDROGEN ELECTRODES IN CONFORMANCE WITH 'RECOMMENDED PRACTICES FORWELDING REINFORCING STEEL, ETC.', AMERICAN WELDING SOCIETY, AWS D1.4.4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. FIELD BENDING SHOULD NOT BE DONE WITHOUT AUTHORIZATION OF THE LICENSEDDESIGN PROFESSIONAL.5. ALL BARS ARE CONTINUOUS AND TERMINATED WITH A STANDARD HOOK UNLESS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.6. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE, SPACING AND NUMBER AS THE SPECIFIEDVERTICAL REINFORCING, U.N.O.7. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION OCCURS.8. PROVIDE SPACER BARS, SPREADERS, CHAIRS, BLOCKS, ETC, AS REQUIRED TO SECURELY HOLD STEEL IN PLACE PRIOR TO POURING CONCRETEOR PLACING MASONRY. CHAIRS OR SPACERS SHALL BE PLASTIC WHEN RESTING ON EXPOSED SURFACES.9. REINFORCING STEEL SHOP DRAWINGS FOR STRUCTURAL CONCRETE SUCH AS SLAB, BEAMS, COLUMNS, FOOTINGS SHALL BE SUBMITTED TOTHE STRUCTURAL ENGINEER THROUGH ARCHITECT FOR REVIEW PRIOR TO FABRICATION.10. DETAILS OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH CHAPTER 25 - REINFORCEMENT DETAILS, OF AMERICAN CONCRETE INSTITUTE318 U.N.O.11. PROVIDE CLEAR COVER PROTECTION FOR REINFORCEMENT IN CONCRETE AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ......................................3 INCHCONCRETE EXPOSED TO EARTH OR WEATHER

(#6 AND LARGER) ................................................................................................................2 INCH

(#5 AND SMALLER) .............................................................................................................112 INCH

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLAB, WALLS, JOISTS (#11 AND SMALLER) .........................................................................34 INCH

SLAB, WALLS, JOISTS (#14 AND #18) ...............................................................................112 INCH

BEAMS, COLUMNS ...............................................................................................................112 INCH

12. PROVIDE CLEAR COVER PROTECTION FOR REINFORCEMENT IN MASONRY AS FOLLOWS:MASONRY BELOW GRADE .............................................................................................2 INCH

MASONRY ABOVE GRADE ...........................................................................................112" INCH

13. THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN ONE OR MULTIPLE LAYERS SHALL BE EQUAL TO ONE BAR DIAMETER, BUT NOTLESS THAN 1 INCH.14. WHERE SPLICE LENGTHS ARE NOT SPECIFIED, USE 50 BAR DIAMETER IN MASONRY AND CAST CONCRETE WITH A MINIMUM OF 24 INCHESSPLICE. WHERE CLEAR DISTANCE BETWEEN BARS AT ADJACENT SPLICES IS 3 INCHES OR LESS, INCREASE LAP LENGTH 30 PERCENT UNLESS SPLICESARE STAGGERED AT LEAST 24 BAR DIAMETER. LAP ALL HORIZONTAL BARS AT CORNERS AND INTERSECTIONS.15. REINFORCING RESISTING EARTHQUAKE-INDUCED FLEXURAL AND AXIAL FORCES SHALL COMPLY WITH DEFORMED REBAR PER ASTM A706GRADE 60.16. SUBMIT REINFORCING SHOP DRAWINGS INDICATING REINFORCING PLACEMENT, INCLUDING SPLICE LOCATIONS AND LENGTHS, TOARCHITECT (STRUCTURAL ENGINEER) FOR REVIEW AND ACCEPTANCE. PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) PRIOR TODEVELOPING REINFORCING STEEL SHOP DRAWINGS IF INSUFFICIENT CLEAR DISTANCE BETWEEN REINFORCING STEEL OR OTHER CONGESTION ISENCOUNTERED. PREPARE SHOP DRAWINGS IN COMPLIANCE WITH ACI, PART B.17. CONTRACTOR SHALL PROVIDE FOR AN ALLOWANCE OF 10 TONS OF MISCELLANEOUS REINFORCING STEEL TO BE FABRICATED AND PLACEDDURING PROGRESS OF WORK AS MAY BE DIRECTED BY THE STRUCTURAL ENGINEER. THE UNUSED PORTION SHALL BE CREDITED TO THE OWNERAT THE COMPLETION OF THE CONCRETE WORK.

CONTRACTOR RESPONSIBILITY

1. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALLSUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK. THECONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:--- ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENT CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.--- ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVEDBY THE BUILDING OFFICIAL.--- PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING ANDTHE DISTRIBUTION OF THE REPORTS.--- IDENTIFICATION AND QUALIFICATION OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.2. THE ARCHITECTURAL DRAWINGS MAY SHOW VARIOUS PLATES, ANGLES, BEAMS, STUD FRAMING, THAT ARE ARCHITECTURAL IN NATURE. NOTALL THE ARCHITECTURAL ELEMENTS SHOW UP IN THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADDRESSINGSUCH ITEMS THAT ARE NOT SHOWN HEREIN.3. ALL OMISSIONS AND DISCREPANCIES BETWEEN THE VARIOUS DISCIPLINES, DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THEATTENTION OF, AND RESOLVED WITH, ARCHITECT OR THE ENGINEER OF RECORD BEFORE PROCEEDING WITH ANY WORK.

STRUCTURAL STEEL AND MISCELLANEOUS IRON

1. STRUCTURAL STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC 'SPECIFICATION FORSTRUCTURAL STEEL BUILDINGS' , AISC 341 (LATEST EDITION), CBC CHAPTER 22 AND 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS ANDBRIDGES' (LATEST EDITION AND SUPPLEMENTS),2. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO THESTRUCTURAL ENGINEER THROUGH THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION.3. STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION:

W-SHAPES & WT-SHAPES ASTM A992 Fy = 50KSIS-SHAPES & M-SHAPES ASTM A36 Fy = 36KSIC-SHAPES & MC-SHAPES ASTM A36 Fy = 36KSIANGLES, BARS & PLATES ASTM A36 Fy = 36KSIHSS SHAPES ASTM A1085, Fy = 50KSISTEEL PIPE ASTM A53, GRADE B Fy = 36KSIHIGH STRENGTH BOLTS ASTM A325 / ASTM A490MACHINE BOLTS ASTM A307NUTS ASTM A563WASHERS ASTM F436ANCHOR BOLTS ASTM ASTM F1554 Fy = 36KSITHREADED RODS ASTM A36 Fy = 36KSIDEFORMED BAR ANCHORS ASTM A496WELDED HEADED STUDS ASTM A108 Fu = 65KSIWELDING ELECTRODES AWS D1.1, E70XX LOW HYDROGEN U.N.O.

4. ALL STEEL EXPOSED TO ATMOSPHERIC CONDITIONS SHALL BE GALVANIZED PER ASTM A123 OR PER SPECIFICATIONS AND ARCHITECTURALDRAWINGS.5. APPLY SPRAYED FIREPROOFING OVER STRUCTURAL STEEL WITH MONOKOTE MK-6. HOURLY FIRE RESISTIVE REQUIREMENTS SHALL BEDETERMINED USING CBC AND BUILDING TYPES OF CONSTRUCTION AS INDICATED ON ARCHITECTURAL DRAWINGS.6. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE OR MASONRY, SPRAY ON FIREPROOFING, OR ARE ENCASED BYBUILDING FINISH SHALL BE LEFT UNPAINTED.7. MEMBERS NOTED AS "CONTINUOUS" SHALL BE FULLY WELDED AT ALL BUTT SPLICES OR CONNECTIONS SHALL BE DETAILED TO PROVIDECONTINUITY.8. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER THAN NOMINAL SIZE OF BOLT USED, ANCHOR BOLT HOLES SHALL BE 3/16 INCH LARGERTHAN NOMINAL SIZE OF BOLT USED.9. ALL BOLT SPACING IN STRUCTURAL STEEL CONNECTIONS TO BE 3 INCHES MINIMUM BETWEEN BOLTS AND 11

2 INCH MINIMUM EDGE DISTANCE,U.N.O.10. ALL NUTS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE HEAVY HEXAGONAL NUTS.11. NON-SHRINK GROUT SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED. CONTRACTOR SHALL NOT LOAD COLUMN ANCHORBOLTS BEFORE PLACEMENT OF NON-SHRINK GROUT WITHOUT TAKING MEASURES TO PREVENT BUCKLING OF ANCHORS BOLTS UNDERCONSTRUCTION LOADS.

HIGH STRENGTH BOLTS12. PROVIDE HIGH STRENGTH BOLTS, NUTS AND WASHERS COMPLYING WITH ASTM A325-N (THREADS INCLUDED IN SHEAR PLAN), UNO.13. ASSEMBLE HIGH STRENGTH BOLTS IN COMPLIANCE WITH SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS.14. ALL BRACED FRAME, MOMENT FRAME, CHORDS AND DRAG LINE CONNECTIONS SHALL BE 'SLIP CRITICAL' WITH SPECIAL INSPECTION.

WELDING15. WELDING SHALL CONFORM TO THE LATEST EDITION OF AWSD1.1 (STRUCTURAL STEEL) AND AWS D1.4 (REINFORCING STEEL) AND SHALL BEPERFORMED BY CERTIFIED WELDERS CERTIFIED AS REQUIRED BY GOVERNING CODE AUTHORITY.16. ALL WELDS SHALL BE UNIFORM IN SIZE AND APPEARANCE, AND FREE OF PINHOLES, POROSITY,UNDERCUTTING OR OTHER DEFECTS. ALL BUTTWELDS SHALL BE FULL PENETRATION.17. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE WELD LENGTH IS NOT SHOWN, IT SHALL BE THEFULL LENGTH OF THE JOINT.18. WELD SIZE SHALL BE AISC MINIMUM UNLESS A LARGER SIZE IS NOTED.19. ALL FIELD AND SHOP WELDING SHALL BE PERFORMED BY AN AISC QUALITY CERTIFIED FABRICATOR AND CONTINUOUSLY INSPECTED BYAPPROVED SPECIAL INSPECTOR, ALSO SHALL COMPLY WITH LATEST EDITION OF CBC, CHAPTER 17.20. ALL FULL PENETRATION WELDS IN FIELD & SHOP SHALL BE ULTRASONICALLY TESTED AND APPROVED.21. ALL WELDS USED IN MEMBERS AND CONNECTIONS, INCLUDING WELDS DESIGNATED AS DEMAND CRITICAL IN THE SFRS SHALL BE MADE WITHFILLER METALS MEETING THE REQUIREMENTS SPECIFIED IN THE STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT (AWS D1.8/D1.8M).22. AWS D1.8/D1.8M REQUIRES THAT ALL SEISMIC FORCE RESISTING SYSTEM WELDS ARE TO BE MADE USING FILLER METALS CLASSIFIED USINGAWS A5 STANDARDS FOR CVN TOUGHNESS, PROVIDE A MINIMUM 20 FT-LB AT 0°F, AND 40 FT-LB AT 70°F FOR DEMAND CRITICAL WELDS.

CONCRETE

1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE 'BUILDING CODE REQUIREMENTS FORREINFORCED CONCRETE', ACI 318, AND THE 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301, LATEST EDITIONS, WITHMODIFICATIONS AS NOTED ON THE DESIGN DRAWINGS OR SPECIFICATIONS.2. CONTRACTOR SHALL SUBMIT MIX DESIGNS FOR EACH TYPE AND COMPRESSIVE STRENGTH OF CONCRETE. CONCRETE MIXES SHALL BEDESIGNED BY A QUALIFIED TESTING LABORATORY AND SHALL BEAR THE WET SEAL OF A CIVIL ENGINEER LICENSED IN THE STATE OF CALIFORNIAFOR REVIEW BY THE STRUCTURAL ENGINEER. THE MIX DESIGNS SHALL STATE THE PROJECT NAME AND THE INTENDED USAGE OF THE CONCRETE.3. PORTLAND CEMENT SHALL BE TYPE II/V CONFORMING TO ASTM SPECIFICATION C 150, UNLESS NOTED OTHERWISE. AGGREGATES SHALL BENORMAL WEIGHT CONFORMING TO ASTM SPECIFICATION C 33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.04 PERCENT.4. SLUMP NOT TO EXCEED 4 ± 1/2 INCH.5. THE MAXIMUM WATER-CEMENT RATIO SHALL NOT EXCEED 0.50, UNO.6. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 POUNDS PER CUBIC FOOT) AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28DAYS AS FOLLOWS:

FOOTINGS, RETAINING WALLS, SLABS ON GRADE, SLAB ON METAL DECK ................................ 3000 PSIGRADE BEAMS, SHEAR WALLS, CAISSONS, STRUCTURAL SLABS ....................................................4000 PSI

7. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR CONCRETE DESIGN STRENGTHS 3000 PSI OR ABOVE.8. CONCRETE SHALL BE PROPORTIONED SUCH THAT THE 7 DAY STRENGTHS ARE A MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28 DAYSTRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS. ALSO, SLABS ONGRADE SHALL HAVE A COMPRESSION STRENGTH OF 1800 PSI MINIMUM AT 3 DAYS IF SUBJECT TO CONSTRUCTION TRAFFIC.9. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY WITH ASTM C494 & C1017 AND BE OF ATYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENTCONTENT (CALCIUM CHLORIDE SHALL NOT BE USED).10. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, HOLD-DOWN ANCHORS AND INSERTS SHALL BE WELL SECURED IN POSITION WITH WIREPOSITIONERS PRIOR TO FOUNDATION INSPECTION AND BEFORE PLACING CONCRETE.11. CONCRETE CURING: SEE SPECIFICATIONS.12. NO CONDUIT PLACED IN A CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER THAN 1/3 THE THICKNESS OF THE SLAB. NOCONDUIT SHALL BE EMBEDDED IN A SLAB THAT IS LESS THAN 3 1/2 INCHES THICK. EXCEPT FOR LOCAL OFFSETS, MINIMUM CLEAR DISTANCEBETWEEN CONDUITS SHALL BE THREE DIAMETERS ON CENTER.13. NO CONDUIT SHALL BE PLACED IN THE CONCRETE TOPPING OVER THE STEEL DECKING.14. OPENINGS IN CONCRETE IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THESTRUCTURAL DRAWINGS.15. PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 INCH CHAMFER.16. REFER TO DRAWINGS OF OTHER DISCIPLINES FOR MOLDS, GROOVES, CLIPS, ORNAMENTS, OR GROUNDS REQUIRED TO BE CAST INTOCONCRETE.17. CONSTRUCTION JOINTS IN ALL FOUNDATIONS, WALLS, SUPPORTED SLABS AND CONCRETE FRAMING BEAMS SHALL NOT BE SPACED FURTHERAPART THAN 60 FEET IN LENGTH.18. LOCATION OF ALL CONSTRUCTION, CONTROL AND WEAKENED PLANE JOINTS NOT SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BEAPPROVED BY THE ENGINEER PRIOR TO REINFORCEMENT PLACEMENT. CONTACT ENGINEER OF RECORD IF THEY ARE NOT SHOWN IN THECONSTRUCTION DOCUMENTS.19. ALL CONSTRUCTION JOINTS IN WALLS OR OTHER ELEMENTS NOT HAVING PREFORMED KEYS, SHALL BE WIRE BRUSHED, AND ROUGHENED TOA MINIMUM AMPLITUDE OF 1/4 INCH, CLEANED AND MOISTENED IMMEDIATELY PRIOR TO PLACEMENT OF NEW CONCRETE.20. FOUNDATIONS TO RECEIVE CONCRETE OR MASONRY WALLS: ROUGHEN TOPS OF FOOTINGS TO A MINIMUM AMPLITUDE OF 1/4 INCH ANDABRASIVELY CLEAN.21. PROVIDE CLEAR COVER PROTECTION FOR REINFORCEMENT IN CONCRETE AS SPECIFIED IN REINFORCING STEEL NOTES.

FOUNDATION (WITH SOILS REPORT)

1. ATTACH ONE COPY OF SOIL REPORT TO THE APPROVED SET. CONTRACTOR SHALL REVIEW SOIL REPORT AS PART OF BID DOCUMENT ANDSHALL VERIFY THAT MINIMUM FOOTING WIDTH, DEPTH AND REINFORCING ARE MAINTAINED.2. FOUNDATION DESIGN IS BASED ON THE INFORMATION PROVIDED IN THE GEOTECHNICAL REPORT

BY xxxxxAND DATED xx/xx/xxxx.

ALLOWABLE FOUNDATION BEARING PRESSURE: xx PSFACTIVE LATERAL PRESSURE (UNRESTRAINED): xx PSF/FTPASSIVE LATERAL PRESSURE: xx PSF/FTCOEFFICIENT OF SLIDING FRICTION: xx

3. CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW THE GEOTECHNICAL REPORT AND SHALL FOLLOW THE RECOMMENDATIONS SPECIFIEDTHEREIN INCLUDING, BUT NOT LIMITED TO, SUB-GRADE PREPARATIONS, PILE INSTALLATION PROCEDURES, GROUND WATER MANAGEMENT ANDSTEEP SLOPE BEST MANAGEMENT PRACTICES.4. THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL SUB-GRADES AND PREPARED SOIL BEARING SURFACES, PRIOR TO PLACEMENT OFFOUNDATION REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER TO THE OWNER STATING THAT SOILSARE ADEQUATE TO SUPPORT THE "ALLOWABLE BEARING PRESSURES (S)" SHOWN IN THE GEOTECHNICAL REPORT.5. FOUNDATION EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER AND SHALL BE CHECKED AND APPROVED BYTHE SOILS ENGINEER BEFORE THE PLACEMENT OF ANY CONCRETE.6. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TO THE ENGINEER BEFORE REQUESTING FOUNDATION INSPECTION. ALLLOOSE SOIL AND FILL DIRT, INCLUDING BACKFILL BEHIND RETAINING WALLS, SHALL BE COMPACTED TO AT LEAST 90 PERCENT OF MAXIMUMDENSITY, OR GREATER AS REQUIRED BY THE SOILS REPORT.7. BACKFILL FOR ALL RETAINING WALLS SHALL BE NON-EXPANSIVE PERVIOUS MATERIAL APPROVED BY THE SOILS ENGINEER AND SHALL NOT BEPLACED UNTIL MASONRY OR CONCRETE RETAINING MEMBERS HAVE BEEN IN PLACE A MINIMUM OF 14 DAYS AND HAVE OBTAINED 75 PERCENTOF THE DESIGN STRENGTH.8. BACKFILL SHALL NOT BE PLACED AGAINST THE FOUNDATION WALL UNTIL THE WALL HAS SUFFICIENT STRENGTH AND HAS BEEN ANCHORED TOTHE FLOOR ABOVE, OR HAS BEEN SUFFICIENTLY BRACED TO PREVENT DAMAGE BY THE BACKFILL. EXCEPTION: BRACING IS NOT REQUIRED FORWALLS SUPPORTING LESS THAN 4 FEET OF UNBALANCED BACKFILL.9. ALL VEGETATION, TOP SOILS, ROOTS AND ORGANIC ZONES SHALL BE STRIPPED AND REMOVED FROM THE CONSTRUCTION AREA FOR ADISTANCE OF AT LEAST 5 FEET BEYOND THE EXTERIOR OF BUILDING FOUNDATION LIMITS. THE DEPTH OF STRIPPING SHALL BE THAT REQUIRED TOREMOVE SIGNIFICANT ROOT ZONES, SMALL TREE STUMPS AND OTHER UNACCEPTABLE MATERIALS, BUT IN NO CASE LESS THAN 6 INCHES.10. BOTTOM OF EXTERIOR FOOTINGS SHALL BE AT LEAST 24 INCHES BELOW LOWEST ADJACENT GRADE AND TOP OF EXTERIORFOOTINGS/GRADE BEAMS/TIE BEAMS SHALL BE ALWAYS BELOW LOWEST ADJACENT GRADE.11. UNLESS NOTED, ALL FOOTINGS SHALL BE CENTERED UNDER COLUMNS, PIERS AND WALLS.12. SLAB-ON-GRADE CONSTRUCTION SHALL BE SUPPORTED ON SUBGRADE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE MODIFIEDPROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A DEPTH OF AT LEAST 12 INCHES. INTERIOR SLABS-ON-GRADE SHALL BE CAST OVER AVAPOR RETARDER. SEE SPECIFICATIONS.13. FOR ALL DIMENSIONS, CURBS, SLAB DEPRESSIONS, STOOP, FLOOR DRAINS, SINKS, TRENCHES UNDER FLOOR DUCTS AND CONDUITS, SEEARCHITECTURAL, MECHANICAL, REFRIGERATION, AIR CONDITIONING, PLUMBING AND ELECTRICAL DRAWINGS. TRENCH BACKFILL PER SOILSREPORT REQUIREMENTS.14. ALL PLANTERS IN CLOSE PROXIMITY TO THE STRUCTURE SHALL HAVE ADEQUATE DRAINAGE OF SURFACE WATER TO PREVENT SATURATION OFSOIL UNDER FOUNDATION.

GENERAL NOTES

1. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THESE STANDARD STRUCTURAL NOTES. TYPICAL DETAILS SHALLBE USED WHENEVER APPLICABLE. REFER TO SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS. THESE NOTESTAKE PRECEDENCE OVER ANY OTHER BOOK SPECIFICATIONS.2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE IMMEDIATELY NOTIFIED, IN WRITING, OF ANY DISCREPANCIES. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS,SECTIONS, OR DETAILS ON THE STRUCTURAL DRAWINGS.3. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALLINCLUDE, BUT NOT BE LIMITED, TO BRACING AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND, SEISMIC OR GRAVITY FORCES,CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THEABOVE ITEMS.4. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THEATTENTION OF, AND RESOLVED WITH, THE ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED.5. IT IS THE INTENT OF THE DRAWINGS TO INDICATE DETAIL OF CONNECTIONS. WHERE CONNECTION DETAIL IS NOT SHOWN, DETAIL SHALL BEPATTERNED AFTER A CONNECTION OF SIMILAR CONDITION. THE CONTRACTOR MAY PROPOSE OTHER CONNECTION TYPES. ALLCONNECTIONS NOT SHOWN ON THE DRAWINGS BUT PROPOSED BY THE CONTRACTOR SHALL BE APPROVED BY THE ARCHITECT.6. DETAILS LABELED "TYPICAL" SHALL APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SEE DETAILTITLES FOR APPLICABILITY OF A PARTICULAR DETAIL. TYPICAL DETAILS SHALL APPLY WHETHER OR NOT THEY ARE SPECIFICALLY KEYED AT EACHLOCATION. THE ENGINEER SHALL HAVE FINAL AUTHORITY TO DETERMINE APPLICABILITY OF TYPICAL DETAILS.7. CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EARTH WORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIEDSTRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, UTILITIES, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE STRUCTURAL ENGINEERSHALL BE NOTIFIED IMMEDIATELY.8. NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN SLABS, BEAMS, OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FORPIPES, DUCTS, ETC. THE CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.9. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST CBC/IBC EDITION.10. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OFCONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY ANDNOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER FREE AND HARMLESSFROM ALL CLAIMS, DEMANDS AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT.11. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR, AND HAVE CONTROL OVER, CONSTRUCTION MEANS, METHODS, TECHNIQUES,SEQUENCES, AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT, INCLUDING PARTIAL OR FULLDEMOLITION OF THE EXISTING STRUCTURE. ALSO, SITE VISITS DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BECONSIDERED AS SUPERVISION OF CONSTRUCTION.12. RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY BRACING, SHORING, AND SUPPORT REQUIRED DURINGCONSTRUCTION.13. VIBRATION ANALYSIS HAS NOT BEEN CONSIDERED BY EOR.14. INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING DEPARTMENT APPROVAL TIME IN THE COST OF PROPOSEDMATERIAL ALTERNATES. CONTACT ENGINEER FOR FEE AMOUNT. SUBMIT MATERIAL ALTERNATE FOR REVIEW BEFORE CONSTRUCTION.15. STRUCTURAL CAD DRAWINGS SHALL NOT BE USED FOR SHOP DRAWINGS UNLESS AN AGREEMENT BETWEEN THE STRUCTURAL ENGINEER ANDCONTRACTOR HAS BEEN ESTABLISHED.

SHOP DRAWINGS

1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL. SUBMITTAL WITHOUTCONTRACTOR REVIEW WILL RESULT IN DELAYS. THE CONTRACTOR SHALL CONFIRM THAT SHOP DRAWINGS HAVE BEEN COMPLETED ANDCHECKED BY THE SUPPLIER PRIOR TO SUBMISSION.2. SHOP DRAWING SUBMITTAL REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL SPECIFICATIONS. CHANGES OR ADDITIONSMADE ON RESUBMITTED SHOP DRAWINGS SHALL BE CLEARLY INDICATED AND THE PURPOSE OF THE RE-SUBMITTAL SHALL BE NOTED ON THETRANSMITTAL. REVIEW OF RESUBMITTED SHOP DRAWINGS SHALL BE LIMITED SPECIFICALLY TO THE ITEMS NOTED FOR CORRECTION ON THEPREVIOUS SUBMITTAL. IF ANY DEVIATIONS, DISCREPANCIES OR CONFLICTS BETWEEN SHOP DRAWINGS AND THE CONTRACT DOCUMENTS AREDISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWINGS SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS ANDSPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.3. THE ENGINEER'S REVIEW OF SHOP DRAWINGS IS FOR GENERAL CONFORMANCE OF THE DESIGN CONCEPT ONLY. REVIEW OF SUCHSUBMITTALS IS NOT CONDUCTED FOR THE PURPOSE OF DETERMINING THE ACCURACY AND COMPLETENESS OF OTHER DETAILS SUCH ASDIMENSIONS AND QUANTITIES, OR FOR SUBSTANTIATING INSTRUCTIONS FOR INSTALLATION. CONTRACTOR SHALL SUBMIT A SCHEDULE OF SHOPDRAWINGS SUBMITTALS THAT IS ACCEPTABLE TO BOTH CONTRACTOR AND ENGINEER.4. MANUFACTURER'S LITERATURE: SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE FOR ALL MATERIALS AND PRODUCTS USED INCONSTRUCTION ON THE PROJECT.

GLUED LAMINATED TIMBER

1. GLUED LAMINATED MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS AND PUBLICATIONS:AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER.ANSI/AITC STANDARD A190.1 AND ASTM D 3737LATEST EDITION OF CALIFORNIA BUILDING CODE CHAPTER 23.LATEST EDITION OF NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.

2. THE MINIMUM GLUE LAMINATED MEMBER GRADES SHALL BE AS FOLLOWS:SINGLE SPAN WITHOUT CANTILIVER: 24F-V4CONTINUOUS SPAN OR CANTILIVER: 24F-V8

3. APPEARANCE SHALL BE FRAMING OR INDUSTRIAL FOR HIDDEN MEMBERS AND ARCHITECTURAL OR PREMIUM FOR EXPOSED MEMBERS UNLESSNOTED OTHERWISE ON THE DRAWINGS. REFER ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS.4. ALL SINGLE SPAN BEAMS SHALL HAVE A 3500 FOOT RADIUS CAMBER AND ALL CANTILIVER OR CONTINUOUS SPAN BEAMS SHALL HAVE A 0FOOT RADIUS CAMBER,UNLESS OTHERWISE NOTED ON THE DRAWINGS.5. NO NOTCHING, BORING, DRILLING, TAPERING OR CUTTING IN ANY WAY IS ALLOWED WITHOUT APPROVAL FROM ENGINEER OF RECORD.6. ALL STRUCTURAL GLUED LAMINATED MEMBERS NOTED ON DRAWINGS AS WELL AS ALL MEMBERS EXPOSED TO WEATHER SHALL BE PRESSURETREATED TO PREVENT DEGRADATION DUE TO FUNGUSAND/OR INSECT ATTACK.7. GLUE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE WITH MOLD INHIBITOR.8. ALL LAMINATED LUMBER SHALL BE PROPERLY KILN-DRIED FOR GLUE LAMINATING AND MOISTURE CONTENT SHALL NOT EXCEED 12 PERCENT.9. WHEN THE GLUE-LAM MEMBERS ARE REQUIRED TO PROVIDE A FIRE RESISTANCE RATING OF ONE OR MORE HOURS, THE SUPPLIER MUSTINFORM THE MANUFACTURER OF THIS REQUIREMENT.10. WHERE HANGERS ARE REQUIRED BUT NOT SPECIFICALLY SIZED, SIMPSON "GLT" HANGERS SHALL BE USED. SUBSTITUTION OF HARDWARE ISNOT ALLOWED WITHOUT APPROVAL OF ENGINEER OF RECORD. THE SUBSTITUTION SUBMITTAL SHALL INCLUDE DOCUMENTATION SHOWING THEALLOWABLE LOADS OF THE SPECIFIED HARDWARE ALONG WITH TABULATED ALLOWABLE LOADS FOR THE SUBSTITUTED ITEMS. ALL ITEMS SHALLBE INSTALLED PER THE MANUFACTURERS INSTALLATION REQUIREMENTS.11. SUBMIT CERTIFICATION OF INSPECTION DURING FABRICATION FROM AN APPROVED TESTING AGENCY/LABORATORY TO DEVELOPMENTSERVICES DEPARTMENT BUILDING DIVISION FOR ALL GLUE-LAMINATED BEAMS AND LUMBER USED. CERTIFICATE MUST INCLUDE AND SPECIFYTHE SIZE, GRADE, SPECIES, CAMBER AND STRUCTURAL STRESS PROPERTIES IN PSI, NOTCHES,HOLES,TAPERS OR ANY STRUCTURALCHARACTERISTICS OR IMPAIRMENTS.12. CERTIFICATION OF FABRICATION FOR GLUE LAMINATED BEAMS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TOINSTALLATION.

DESCRIPTION OF BUILDING ELEMENT NUMBER, TYPE, SPACING ANDLOCATION OF FASTENER

1a. BLOCKING BETWEEN CEILING JOISTS, RAFTERS ORTRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3-8d COMMON EACH END, TOENAIL

1c. FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON @ 6" O.C. FACE NAIL

2. CEILING JOISTS TO TOP PLATE 3-8d COMMON EACH JOIST, TOENAIL

3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,LAPS OVER PARTITIONS (NO THRUST)(SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1)

3-16d COMMON FACE NAIL

PER TABLE 2308.7.3.1 FACE NAIL4. CEILING JOIST ATTACHED TO PARALLEL RAFTER(HEEL JOINT) (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1)

5. COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL

6. RAFTER OR ROOF TRUSS TO TOP PLATE(SEE SECTION 2308.7.5, TABLE 2308.7.5) 3-10d COMMON TOENAIL

7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS: ORROOF RAFTER TO 2-INCH RIDGE BEAM

2-16d COMMON END NAIL3-10d COMMON TOENAIL

8. STUD TO STUD 16d COMMON @ 24" O.C. FACE NAIL

9. STUD TO STUD AND ABUTTING STUDS AT INTERSECTINGWALL CORNERS (AT BRACED WALL PANELS)

16d COMMON @ 16" O.C FACE NAIL

16d COMMON @ 16" O.C EACH EDGE FACE NAIL10. BUILT UP HEADER (2" TO 2" HEADER)

11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOENAIL

12. TOP PLATE TO TOP PLATE 16d COMMON @ 16" O.C. FACE NAIL

13. TOP PLATE TO TOP PLATE, AT END JOINTS8-16d COMMON EACH SIDE OF END JOINT,FACE NAIL (MINIMUM 24" LAP SPLICE LENGTHEACH SIDE OF END JOINT)

14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST ORBLOCKING (NOT AT BRACED WALL PANELS)

16d COMMON @ 16" O.C. FACE NAIL

15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST ORBLOCKING AT BRACED WALL PANELS

2-16d COMMON @ 16" O.C. FACE NAIL

4-8d COMMON TOENAIL 2-16d COMMONEND NAIL16. STUD TO TOP OR BOTTOM PLATE

17. TOP OR BOTTOM PLATE TO STUD 2-16d COMMON END NAIL

18. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16d COMMON FACE NAIL

19. 1" BRACE TO EACH STUD AND PLATE 2-8d COMMON FACE NAIL

20. 1"x6" SHEATHING TO EACH BEARING 2-8d COMMON FACE NAIL

21. 1"x8" AND WIDER SHEATHING TO EACH BEARING 3-8d COMMON FACE NAIL

ROOF

22. JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOENAIL

23. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,SILL OR OTHER FRAMING BELOW

8d COMMON @ 6" O.C. TOENAIL

24. 1"x6" SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON FACE NAIL

25. 2" SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON FACE NAIL

26. 2" PLANKS (PLANK & BEAM - FLOOR & JOIST) 2-16d COMMON @ EACH BEARING, FACE NAIL

27. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS

20d COMMON @ 32" O.C. FACE NAIL AT TOPAND BOTTOM STAGGERED ON OPPOSITE SIDESAND 2-20d COMMON @ ENDS AND AT EACHSPLICE, FACE NAIL

28. LEDGER STRIP SUPPORTING JOISTS AND RAFTERS3-16d COMMON @ EACH JOIST OR RAFTER,FACE NAIL

29. JOIST TO BAND JOIST OR RIM JOIST 3-16d COMMON END NAIL

30. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8d COMMON @ EACH END, TOENAIL

NOTE: FOR MORE INFORMATION SEE TABLE 2304.10.1 OF CBC 2019.

WALL

FLOOR

1b. BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THEWALL TOP PLATE, TO RAFTER OR TRUSS

2-8d COMMON EACH END, TOENAIL2-16d COMMON END NAIL

FASTENING SCHEDULE (CBC - TABLE 2304.10.1)WOOD FRAMING

1. ALL WOOD FRAMING MEMBERS INCLUDING BUT NOT LIMITED TO WALL, STUDS AND JOISTS, ARE INTENDED TO ACT AS A SYSTEM AS DETAILEDIN THE STRUCTURAL DRAWINGS AND ONCE CONSTRUCTION IS COMPLETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETYAND STABILITY OF WOOD FRAMING SYSTEMS DURING CONSTRUCTION AS A RESULT OF CONSTRUCTION METHODS AND SEQUENCES.REFERENCE ARCHITECTURAL DRAWINGS FOR ALL SAWN LUMBER FINISH REQUIREMENTS.2. ALL SAWN LUMBER SHALL CONFORM TO THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAUGRADING RULES, LATEST EDITION OF IBC / CBC , LATEST EDITION OF NDS (NATIONAL DESIGN SPECIFICATIONS) AND LOCAL ORDINANCES.LUMBER SHALL BE OF THE SPECIES AND GRADE SHOWN BELOW AND SHALL BE STAMPED WITH THE GRADE MARK OF A LUMBER GRADINGAGENCY CERTIFIED BY THE AMERICAN LUMBER STANDARDS COMMITTEE:

2x , 3x FRAMING DOUGLAS FIR LARCH NO. 24x AND LARGER FRAMING DOUGLAS FIR LARCH NO. 1POSTS, COLUMNS DOUGLAS FIR LARCH NO. 1

3. WOOD STUDS IN BEARING WALLS SHALL BE OF THE SIZE, GRADE, AND SPACING NOTED IN STRUCTURAL DRAWINGS. ALL STUD BEARINGWALLS REQUIRE SHEATHING ON A MINIMUM OF ONE SIDE OF THE WALL. WHERE PLYWOOD SHEATHING DOES NOT EXIST AS NOTED IN THEDRAWINGS, THE SHEATHING MAY CONSIST OF 5/8" GYPSUM SHEATHING ATTACHED WITH #8 SCREWS AT 8" ON CENTER AT ALL PANEL EDGESAND AT 12" OC IN THE FIELD. WHERE ARCHITECTURAL FINISHES ARE APPLIED TO FLOORS ABOVE PRIOR TO THE MINIMUM SHEATHINGREQUIREMENTS BEING INSTALLED ON THE STUD BEARING WALLS, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE ADEQUACY OFTHE UNSHEATHED BEARING WALL AND TO PROVIDE BRACING AS REQUIRED.4. STORAGE OF ALL LUMBER AND TIMBER ON SITE SHALL BE KEPT OFF GROUND, UNDER COVER AND PROTECTED FROM DAMAGE.5. ALL DIMENSIONAL LUMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE KILN DRIED.6. STRUCTURE SHALL NOT BE ENCLOSED UNLESS LUMBER MOISTURE CONTENT HAS BEEN VERIFIED TO BE AT OR BELOW 15%. ANY SIGNS OFMOLD SHALL BE REMOVED AND TREATED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS OR INDUSTRY STANDARDS.7. ALL PLATES AND LEDGERS SHALL BE FASTENED WITH A MINIMUM (3) ANCHORS PER PIECE.8. ALL METAL HARDWARE AND FRAMING ACCESSORIES SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY. SUBSTITUTIONS SHALLNOT BE MADE. ALL ITEMS SHALL BE INSTALLED PER THE SIMPSON'S INSTALLATION REQUIREMENTS. ALL NAIL HOLES SHALL BE FILLED WITH THELARGEST RECOMMENDED FASTENER, UNO.9. WHERE FRAMING HANGERS OR WOOD CONNECTIONS ARE REQUIRED BUT HAVE NOT BEEN SPECIFIED ON THE STRUCTURAL DRAWINGS,SIMPSON "GLT" HANGERS SHALL BE USED OR CONTACT THE ENGINEER OF RECORD FOR APPROPRIATE WOOD CONNECTOR OR CONNECTIONTO UTILIZE. ALL ITEMS SHALL BE INSTALLED PER THE MANUFACTURERS INSTALLATION REQUIREMENTS.10. ALL WALLS SHALL HAVE DOUBLE TOP PLATES AND SHALL BE SPLICED PER THE TYPICAL TOP PLATE SPLICE DETAIL, UNLESS NOTED OTHERWISE.TOP PLATES AT WALL INTERSECTIONS SHALL BE LAPPED AND NAILED WITH (3) 16D NAILS. WHERE ROOF MEMBERS OR ROOF TRUSSES ARECONNECTED TO EXTERIOR WALLS OR WALLS WITH PLYWOOD SHEATHING, THE SPECIFIED HURRICANE CLIP SPECIFIED SHALL BE PLACED ON THESIDE OF THE WALL DOUBLE TOP PLATE WHICH ATTACHES TO THE PLYWOOD.11. DO NOT NOTCH, DRILL OR SPLICE JOISTS, BEAMS, POSTS, LOAD BEARING STRUCTURAL STUDS, SHEAR WALLS WITHOUT PRIOR APPROVAL OFSTRUCTURAL ENGINEER.12. ALL COLUMNS SHALL EXTEND DOWN THROUGH THE STRUCTURE TO THE FOUNDATION. POSTS/ COLUMNS SHALL BE BRACED AT EACHFLOOR LEVEL. POSTS SHALL BE AS WIDE AND DEEP AS THE MEMBER THEY SUPPORT IN ORDER TO PROVIDE FULL BEARING, UNO.13. PROVIDE DOUBE JOIST UNDER ALL NON-BEARING PARTITION WALLS, UNO.14. ALL BEARING AND SHEAR WALLS HAVING PLUMBING, MECHANICAL, ELECTRICAL SYSTEMS RUNNING THROUGH, SHALL BE AT A MINIMUM2x6 STUD, UNO.15. PROVIDE 3x NAILER ON ALL STEEL BEAMS AND COLUMNS ATTACHED WITH 58 INCH DIAMETERE BOLT OR WELDED STUD AT 16" OC, UNO.16. UNO ON PLANS, PLYWOOD SHALL BE APA RATED, 5 PLY STRUCTURAL I, DOUGLAS FIR , CONFORMING TO THE REQUIREMENTS FOR THEIRTYPE IN DOC PS1 OR PS2, STAMPED BY AN APPROVED GRADING AGENCY. PLYWOOD SHALL CONFORM TO PRODUCT STANDARD PS 1-09WITH SPAN RATING INDEX 32/16 OR GREATER.

PRESSURE TREATED LUMBER17. ALL LUMBER IN CONTACT WITH THE GROUND, CONCRETE, CMU BLOCK SHALL BE APPROVED PRESERVATIVE TREATED WOOD SUITABLE FORGROUND CONTACT USE. CONTRACTOR MAY SUBMIT FOR APPROVAL, A MOISTURE BARRIER IN-LIEU OF THE PRESSURE TREATED WOOD.18. ALL PRESSURE TREATED LUMBER SHALL BE NATURALLY DURABLE OR PRESERVATIVE TREATED PER CURRENT CBC.19. FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITHAWPA M4.20. ALL PRESSURE PRESERVATIVE TREATED LUMBER OR PLYWOOD SHALL BE MARKED WITH QUALITY MARK OF AN APPROVED AGENCY.21. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL,STAINLESS STEEL, SILICON BRONZE OR COPPER AND SHALL FOLLOW CURRENT MANUFACTURER GUIDELINES BASED ON WEATHER EXPOSURE.WHERE SUCH CONNECTORS ARE SPECIFIED IN THE DRAWINGS, FASTENERS SHALL MATCH THE CONNECTOR TYPE.

STRUCTURAL CONNECTIONS22. THE CONTRACTOR SHALL STRICTLY ADHERE TO THE CONNECTION DETAILS SPECIFIED ON THE PLANS OR INCLUDED WITH THECONSTRUCTION DOCUMENTS. PRIOR APPROVAL IS REQUIRED FOR ANY DEVIATION FROM THE CONSTRUCTION DOCUMENTS23. SUBSTITUTION OF CONNECTIONS OTHER THAN THOSE SPECIFIED ON THE PLANS REQUIRES PRIOR APPROVAL. THE ENGINEER IS NOTRESPONSIBLE FOR CONNECTIONS NOT APPROVED PRIOR TO CONSTRUCTION OR INSTALLATION.24. IF CONNECTION DETAILS, APPROVED BY THE ENGINEER, HAVE NOT BEEN PROVIDED IN THE CONSTRUCTION DOCUMENTS, IT IS THECONTRACTOR'S RESPONSIBILITY TO SPECIFY AND PROVIDE ALL STRUCTURAL CONNECTIONS. IF OTHER THAN STANDARD CONNECTIONS AREREQUIRED, SEE ENGINEER FOR ADDITIONAL ASSISTANCE.25. WHERE A CONNECTION CONTAINS MULTIPLE FASTENERS, FASTENERS SHALL BE STAGGERED SYMMETRICALLY IN MEMBERS LOADEDPERPENDICULAR TO GRAIN WHENEVER POSSIBLE, UNO26. WHEN A MULTIPLE FASTENER CONNECTION IS LOADED AT AN ANGLE TO GRAIN, THE GRAVITY AXIS OF EACH MEMBER SHALL PASSTHROUGH THE CENTER OF RESISTANCE OF THE GROUP OF FASTENERS TO INSURE UNIFOR STRESS IN THE MAIN MEMBER AND A UNIFORMDISTRIBUTION OF LOAD TO ALL FASTENERS.27. ECCENTRIC CONNECTIONS THAT INDUCE TENSION STRESS PERPENDICULAR TO GRAIN IN THE WOOD SHALL NOT BE USED, UNO.28. WHEN LAMINATING VERTICALLY, 2x MEMBERS TOGETHER, USE 16D NAILS AT 8 INCH O.C., UNO.29. POWER DRIVEN OR PNEUMATIC FASTENERS MAY BE USED IF DATA IS SUBMITTED TO THE ARCHITECT / ENGINEER FOR APPROVAL, PRIOR TOUSE.30. ALL BOLTS, CARRIAGE BOLTS, LAG SCREWS, EXPANSION BOLTS AND EPOXY BOLTS SHALL BE INSTALLED WITH STANDARD CUT WASHERSUNDER THE FASTENER HEADS AND NUTS THAT BEAR DIRECTLY ON THE WOOD. ALL NUTS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION ANDRE-TIGHTENED IF NECESSARY, DUE TO WOOD SHRINKAGE. PRIOR TO CLOSE-IN OR AT THE COMPLETION OF THE PROJECT.

NAILS:A. COMMON STEEL WIRE NAILS SHALL MEET THE REQUIREMENTS OF ASTM F1667.B. THE MINIMUM LENGTH OF NAIL OR SPIKE PENETRATION SHALL BE 10D, UNOC. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.D. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY OF 30° WITH THE MEMBER AND STARTED APPROXIMATELY 1/3 THE LENGTH

OF THE NAIL FROM THE MEMBER END.E. WHEN WOOD TENDS TO SPLIT, A BORED HOLE IS RECOMMENDED, THE DIAMETER OF THE PREDRILLED HOLE SHALL COMPLY WITH THEREQUIREMENTS OF LATEST EDITION NDS CHAPTER 11.F. NAILS AND SPIKES SHALL NOT BE LOADED IN WITHDRAWAL FROM END GRAIN OF WOOD.G. ALL NAILING REQUIREMENTS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE IN ACCORDANCE TO LATEST EDITION OF IBC / CBC.WOOD SCREWSA. WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME STANDARD B18.6.1.B. THE MINIMUM LENGTH OF WOOD SCREW PENETRATION SHALL BE 10D, UNOC. LEAD HOLE FOR WOOD SCREWS LOADED IN WITHDRAWAL OR LATERALLY SHALL COMPLY WITH THE REQUIREMENTS OF LATEST EDITION

NDS CHAPTER 11.D. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD.LAG SCREWSA. LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME STANDARD B18.2.1.B. THE MINIMUM LENGTH OF NAIL OR SPIKE PENETRATION SHALL BE 8D, UNO.C. LEAD HOLE FOR LAG SCREWS LOADED IN WITHDRAWAL OR LATERALLY SHALL COMPLY WITH THE REQUIREMENTS OF LATEST

EDITION NDS CHAPTER 11.D. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL NOT BE LESS THAN THE REQUIREMENTS IN TABLES 12.5.1A THROUGH

12.5.1E.BOLTSA. BOLTS SHALL MEET THE REQUIREMENTS OF ANSI/ASME STANDARD B18.2.1 AND CONFORM TO ASTM A307 GRADE A, UNO.B. HOLES SHALL BE A MINIMUM OF 1

32 INCH TO A MAXIMUM 116 INCH LARGER THAN THE BOLT DIAMETER.

C. A STANDARD CUT WASHER, OR METAL PLATE OR METAL STRAP OF EQUAL OR GREATER DIMENSIONS SHALL BE PROVIDED BETWEEN THEWOOD AND THE BOLT HEAD AND BETWEEN THE WOOD AND THE NUT.

D. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL NOT BE LESS THAN THE REQUIREMENTS IN TABLES 12.5.1A THROUGH12.5.1D.

EARTHQUAKE DESIGN DATA

SEISMIC IMPORTANCE FACTOR, I, AND RISK CATEGORY

DESIGN CRITERIA

MAPPED SPECTRAL RESPONSE ACCELERATIONS, SS AND S1

DESIGN SPECTRAL RESPONSE COEFFICIENTS, SDS AND SD1

SEISMIC DESIGN CATEGORY

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS

BASIC SEISMIC FORCE RESISTING SYSTEM(S)

SEISMIC RESPONSE COEFFICIENT(S), CS

RESPONSE MODIFICATION FACTOR(S), R

REDUNDANCY FACTOR, Ro

WIND DESIGN DATA

BASIC DESIGN WIND SPEED

RISK CATEGORY

WIND EXPOSURE CATEGORY

APPLICABLE INTERNAL PRESSURE COEFFICIENT

VELOCITY WIND PRESSURE, qz

SOIL DESIGN DATA

ROOF DEAD LOAD

GRAVITY DESIGN DATA

ROOF LIVE LOAD

GOVERNING CODE AUTHORITY: CALIFORNIA BUILDING CODE 2019

SOIL SITE CLASS

OVERSTRENGTH FACTOR, Ω0

DEFLECTION AMPLIFICATION FACTOR, Cd

SOIL ALLOWABLE VERTICAL BEARING CAPACITY

19 PSF

20 PSF (REDUCIBLE)20 PSF (REDUCIBLE)

1.25, III

1.664, 0.596

1.331, 0.675

D Soils Report

D

Light Frame Walls sheathed withstructural plywood

6.5

0.256

1.3

2.5

4

101 MPH

II

C

± 0.18

22.9 PSF

2000 PSF

S0.1

GENERAL NOTES

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AutoCAD SHX Text

In accepting and utilizing any drawings, reports and data on any form of electronic media generated and furnished by B&B, the Client agrees that all such electronic files are instruments of service of B&B, who shall be deemed the author, and shall retain all common law, statutory law and other rights, including copyrights. The Client agrees not to reuse these electronic files, in whole or in part, for any purpose other than for the Project. The Client agrees not to transfer these electronic files to others without the prior written consent of B&B. The Client further agrees to waive all claims against B&B resulting in any way from any unauthorized changes to or reuse of the electronic files for any other project by anyone other than B&B Associates, Inc.

STRUCTURAL OBSERVATION PROGRAM

1. STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE WITH THE CITY BUILDING DIVISION STRUCTURALOBSERVATION PROGRAM. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION AT THE CONSTRUCTION SITE OF THE ELEMENTS ANDCONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES, AND THE COMPLETE STRUCTURE FOR GENERALCONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THEINSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.2. THE OWNER SHALL EMPLOY A STATE OF CALIFORNIA REGISTERED CIVIL OR STRUCTURAL ENGINEER OR LICENSED ARCHITECT TO PERFORM THESTRUCTURAL OBSERVATION. THE DEPARTMENT OF BUILDING AND SAFETY REQUIRES THE USE OF THE ENGINEER OR ARCHITECT, OR HIS/HERDESIGNEE RESPONSIBLE FOR THE STRUCTURAL DESIGN WHO ARE INDEPENDENT OF THE CONTRACTOR.3. THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER OR THE OWNER'S REPRESENTATIVE. A LETTER FROMTHE OWNER, THE OWNER'S REPRESENTATIVE, OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE BUILDING INSPECTORBEFORE THE FIRST SITE VISIT.4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN THE ENGINEER OR ARCHITECTRESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS.THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL ANDLATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. A RECORD OF THE MEETING SHALLBE INCLUDED IN THE FIRST OBSERVATION REPORT SUBMITTED TO THE BUILDING INSPECTOR.5. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OFDEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE LISTED SIGNIFICANTCONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER.

CONSTRUCTION STAGE ELEMENTS / CONNECTIONS TO BE OBSERVEDFOUNDATION REINFORCEMENT, DOWELS, CONCRETE, ANCHOR BOLTSCONCRETE / MASONRY WALL REINFORCEMENT, DOWELS, CONCRETE / BLOCK, CONNECTIONSWOOD WALL NAILING, ANCHOR BOLTS, HOLDOWNS, CONNECTIONSSTEEL FRAME COLUMNS, BEAMS, BRACING, CONNECTIONSCONCRETE DIAPHRAGM REINFORCEMENT, DOWELS, CONCRETESTEEL DECK DIAPHRAGM CONNECTORS, PLATES, LEDGERS, CHORDSPOST TENSION DECK REINFORCEMENT, TENDONS, DOWELS, CONCRETEWOOD DIAPHRAGM NAILING, STRAPS, LEDGERS, CHORDS

6. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE "STRUCTURAL OBSERVATION REPORT FORM" FOR EACH SIGNIFICANT STAGE OFCONSTRUCTION OBSERVED. THE ORIGINAL OF THE STRUCTURAL OBSERVATION REPORT SHALL BE SENT TO THE BUILDING INSPECTOR'S OFFICEAND SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION REPORT SHALLBE ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE PLANS SHALL BE SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLESTRUCTURAL OBSERVER OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE OWNER, CONTRACTOR, AND DEPUTYINSPECTOR. ANY DEFICIENCY NOTED ON THE OBSERVATION REPORT WILL BECOME THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER ORARCHITECT OF RECORD TO VERIFY ITS COMPLETION BY THE STRUCTURAL OBSERVER.7. A FINAL OBSERVATION REPORT MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED DEFICIENCIES WERE RESOLVED AND STRUCTURALSYSTEM GENERALLY CONFORMS WITH THE APPROVED PLANS AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING AND SAFETY WILL NOTACCEPT THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION REPORT AND THE CORRECTION OF SPECIFIC DEFICIENCIES NOTED DURINGNORMAL BUILDING INSPECTION.8. THE STRUCTURAL OBSERVER SHALL PROVIDE THE ORIGINAL STAMPED AND SIGNED "STRUCTURAL OBSERVATION REPORT FORM" TO THEDEPARTMENT OF BUILDING AND SAFETY BUILDING INSPECTOR.9. WHEN THERE IS A NEED TO REPLACE THE STRUCTURAL OBSERVER OF RECORD, THE OWNER SHALL:A. NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTIONB. CALL AN ADDITIONAL PRECONSTRUCTION MEETING, ANDC. FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS OBSERVATION REPORTS.D. THE NEW STRUCTURAL OBSERVER MUST BE DESIGNATED BY THE ENGINEER OR ARCHITECT OF RECORD.THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE ORIGINAL OBSERVED DEFICIENCIES UNLESS OTHERWISEAPPROVED BY PLAN CHECK SUPERVISION. THE POLICY OF THE DEPARTMENT SHALL BE TO CORRECT ANY PROPERLY NOTED DEFICIENCIESWITHOUT CONSIDERATION OF THEIR SOURCE.10. THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE STRUCTURAL SYSTEMS. THE BUILDINGDEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO THE APPROVED PLANS AND SPECIFICATIONS

SPECIAL INSPECTION

1. GENERAL INFORMATIONA. SPECIAL INSPECTION AND TESTING SHALL MEET THE REQUIREMENTS OF CBC CHAPTER 17.B. ICC CERTIFICATION IS REQUIRED FOR ALL SPECIAL INSPECTORS.C. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE DEPARTMENT OF BUILDING & SAFETY, IN THE CATEGORY OF WORK REQUIRED TO

HAVE SPECIAL INSPECTION AND NEED TO BE REGISTERED AT THE BUILDING AND SAFETY DIVISION.D. THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER AND ACT AS THE OWNER'S AGENT.2. STATEMENT OF SPECIAL INSPECTION:A. THE PERMIT APPLICANT SHALL SUBMIT A STATEMENT OF SPECIAL INSPECTION, ACCORDANCE WITH CBC SECTION 1705.B. STATEMENT OF SPECIAL INSPECTIONS PREPARED BY THE REGISTERED PROFESSIONAL IN RESPONSIBLE CHARGE IN ACCORDANCE WITH

SECTION 110.3. SPECIAL INSPECTOR SHALL:A. BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED CIVIL ENGINEER.B. OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS AND SPECIFICATIONS.C. FURNISH INSPECTION REPORTS TO THE ENGINEER & BUILDING DEPARTMENT, DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE CONTRACTOR FOR CORRECTION;THEN, IF NOT CORRECTED, TO THE ENGINEER & BUILDING DEPARTMENT.D. SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED BY A CALIFORNIA REGISTERED CIVIL ENGINEER,

STATING THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE APPLICABLEWORKMANSHIP PROVISIONS OF THE CBC. 12.4

4. INSPECTION NOTES:A. CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED-FOR INSPECTIONS REQUIRED BY CBC CHAPTER 1 SECTION 104.4,

SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A BUILDING OFFICIAL, SPECIALLY INSPECTED WORK WHICH IS INSTALLEDOR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL OR EXPOSURE.

B. IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAYBEFORE PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTIONIS SUBJECT TO REMOVAL.

C. SPECIAL INSPECTOR MUST CALL IN OR REPORT TO THE BUILDING DIVISION OF THE DEVELOPMENT SERVICES DEPARTMENT FORAPPROVAL AT LEAST 24 HOURS PRIOR TO SPECIAL FIELD INSPECTION.

5. OFF SITE FABRICATIONA. FABRICATOR SHALL SUBMIT APPLICATION TO THE BUILDING OFFICIAL (FIELD INSPECTION DIVISION) FOR APPROVAL PRIOR TO

FABRICATION.B. FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE BUILDING OFFICIAL (FIELD INSPECTION

DIVISION) PRIOR TO ERECTION OF PREFABRICATED COMPONENTS.

6. INSPECTION ITEMS:STRUCTURAL STEEL (CBC SECTION 1705.2.1, 1705.12.1)

PRIOR TO WELDING (TABLE N5.4-1, AISC 360-16)DURING WELDING (TABLE N5.4-2, AISC 360-16)AFTER WELDING (TABLE N5.4-3, AISC 360-16)NONDESTRUCTIVE TESTING (CBC 1705.13.1, SECTION N4, AISC 360-16)PRIOR TO BOLTING (TABLE N5.6-1, AISC 360-16)DURING BOLTING (TABLE N5.6-2, AISC 360-16)AFTER BOLTING (TABLE N5.6-3, AISC 360-16)OTHER STEEL INSPECTIONS (SECTION N5.7, AISC 360-16; Tables J8-1 & J10-1, AISC 341-16)STEEL ELEMENTS OF COMPOSITE CONSTRUCTION (TABLE N6.1, AISC 360-16; TABLES J9-1 thru J9-3, AISC 341-16)

STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (CBC 1705.2.2)STEEL ROOF AND FLOOR DECKS (CBC TABLE 1705.2.2)COLD-FORMED STEEL CONSTRUCTION (1705.11.2, and 1705.12.3):

CONCRETE CONSTRUCTION (CBC 1705.3)MASONRY CONSTRUCTION (CBC 1705.4)

PRIOR TO CONSTRUCTION (TMS402/ACI530/ASCE5 & TMS602/ACI530.1/ASCE6)AS CONSTRUCTION BEGINS (TMS402/ACI530/ASCE5 & TMS602/ACI530.1/ASCE6)PRIOR TO GROUTING (TMS402/ACI530/ASCE5 & TMS602/ACI530.1/ASCE6)DURING MASONRY CONSTRUCTION (TMS402/ACI530/ASCE5 & TMS602/ACI530.1/ASCE6)MINIMUM TESTING (TMS402/ACI530/ASCE5 & TMS602/ACI530.1/ASCE6)

WOOD CONSTRUCTION (CBC 1705.5, 1705.11.1 & 1705.12.2)SOILS CONSTRUCTION (CBC 1705.6)DRIVEN DEEP FOUNDATIONS (CBC 1705.7)CAST-IN-PLACE DEEP FOUNDATIONS (CBC 1705.8)HELICAL PILE FOUNDATIONS (CBC 1705.9)SPRAYED FIRE-RESISTANT MATERIALS (CBC 1705.14)ARCHITECTURAL COMPONENTS (CBC 1705.12.5 & 1705.12.7)MECHANICAL AND ELECTRICAL COMPONENTS (CBC1705.12.4 & 1705.12.6)NONSTRUCTURAL COMPONENTS (CBC 1705.13.2)



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2

1 1

2 2

3 3

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B

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CONCRETE SLAB ON GRADE,

REF DETAIL 1

SD1.0

TYP

4

SD2.0

WF1

WF1

WF1

WF1

WF1

13

SD2.0

14

SD2.012C

SD2.0

12

SD2.0

4

SD2.0 13

SD2.0

5

SD2.0

5

SD2.0

4

SD2.0

5

SD2.0

4

SD2.0

4

SD2.0

8

SD1.0

10

SD2.0

F1

F2

F2

C1

C1

C1

C1

C1

9

SD2.0

9

SD2.0

WF1

WF1

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8

SD1.0

5B

SD1.2

8

SD1.0

5B

SD1.2

5

SD2.0

9

SD2.0

13

SD2.0SIM.

5

SD2.0

13

SD2.0SIM.

4

SD2.0

4x6

4x6

4x4

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4x4

4x4

4x4

3

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4

S4.0

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#

-

DETAIL

SHEET WHERE

DETAIL IS DRAWN

DETAIL SYMBOL

WOOD FRAMED STUD WALLS, REF. WOOD STUD WALL SCHEDULE ON S1.0

LEGEND

6x6 WOOD POST, U.N.O. REF PLAN

CONTINUOUS WALL FOOTING, REF SCHEDULE

WF#

STEEL COLUMN. REF PLANC#

PAD FOOTING, REF SCHEDULEF#

1. SEE GENERAL NOTES ON SHEET S0.1 & S0.2.

2. FOR DIMENSIONS, INTERIOR PARTITIONS & CONDITIONS NOT SHOWN SEE ARCH'L DWG'S & FIELD VERIFY.

3. FOR SLAB CONTROL JOINTS SEE DETAIL 3/SD1.0

4. FOR NON-BEARING INTERIOR PARTITION WALL SEE DETAILS ON 5/SD1.2

5. FOR ANCHOR BOLTS IN STUD WALL SEE 13/SD1.1 AND 18/SD1.1

6. FOR CONCRETE SLAB EDGE & SLAB DEPRESSION SEE DETAIL 4/SD1.0 AND 5/SD1.0

7. FOR TYPICAL BAR BEND AND SPLICE SEE DETAIL 3/SD1.1

8. FOR STUDS, PLATES & JOISTS BORING/NOTCH SEE DETAIL 18/SD1.2

9. SOILS ENGINEER TO INSPECT AND CERTIFY THE FOLLOWING PRIOR TO POURING CONCRETE:

a. FOOTING EXCAVATION AND DESIGN BEARING PRESURE OF SUBGRADEb. ALL GRADING AND COMPACTION

10. PRIOR TO THE CONTRACTOR REQUESTING A FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT:

a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT.b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED

BELOW BUILDING PAD.c. RECOMENDATION FOR EXPANSIVE CHARACTERISTICS AND BEARING CAPACITY.d. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT.

11. FOR TYPICAL PIPE INSTALLATION AT FOOTING SEE 16/SD1.0. COORDINATE LOCATION WITH PLUMBING DRAWINGS.

12. FOR DRAIN DETAIL REF 6/SD1.0

13. FOR TYPICAL CONCRETE FOOTING REINFORCING AT CORNER AND INTERSECTIONS

REF DETAIL 13/SD1.0

14. FOR WELDING OF REINFORCING BARS REF 12/SD1.1

15. FOR FOOTING EXCAVATION / FORMWORK SEE DETAIL 11/SD1.0

FOUNDATION NOTES:

1. LAYOUT ALL WALLS STUDS, FLOOR JOISTS, ROOF JOISTS/TRUSSES TO ALIGN VERTICALLY FOR THE FULL HEIGHT OF THE BUILDING.

2. REFER TO SHEAR WALL AND HOLDOWN SCHEDULES FOR ADDITIONAL STUDS OR POSTS AND 3x EDGE PANEL STUDS.

3. ALL WALLS ARE PER THIS SCHEDULE UNLESS NOTED OTHERWISE ON THE PLANS.

4. SEE STRUCTURAL NOTES FOR STUD SPECIES AND GRADE.

5. FOR WOOD BORING AND NOTCHING REQUIREMENTS SEE TYPICAL DETAILS.

6. FULL WIDTH BLOCKING/BRACING AT 8'-0" ON CENTER MAXIMUM.

7. TRUSSES, RAFTERS, JOISTS MUST BE INSTALLED WITHIN 3" OF THE STUD LOCATION.



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Foundation Plan

Scale: 1/4" = 1'-0"1Foundaion Plan

FOOTING SCHEDULE

FOOTINGMARK

SIZE/DIMENSIONS TOP REINFORCEMENTBOTTOM

REINFORCEMENTTRANSFERAL

REINFORCMENT FOOTINGSCHEDULEREMARKSLENGTH WIDTH THK

LONGREINF.

SHORTREINF.

LONGREINF'T

SHORTREINF'T

TIES/STIRRUPS SPACING

WF1 REF PLAN 1'-6" 1'-6"" 2-#5 2-#5 4-#4 4" TIES ONLY ATHOLDOWNLOCATIONS ON EA.SIDE OF HOLDOWN

F1 3'-0" 3'-0" 2'-0" 4-#6 4-#6 4-#6 4-#6

F2 4'-0" 4'-0" 2'-0" 5-#6 5-#6 5-#6 5-#6

STUD WALL SCHEDULENTERIOR BEARING WALLS AND

SHEAR WALLS EXTERIOR WALLSINTERIOR NON-BEARING

PARTITION WALLS MAXIMUM HEIGHT REMARKS

2x6 @ 16" oc 2x6 @ 16" oc 2x6 @ 16" oc 14'-0" REF ARCH. PLANS

3x6 @ 16" oc 3x6 @ 16" oc 2x6 @ 16" oc 20'-0" REF ARCH. PLANS

COLUMN SCHEDULECOL. MARK COLUMN TYPE/SIZE COLUMN SCHEDULE REMARKS

C1 HSS 5x5x1/4 FULL HEIGHT

SHEAR WALL NOTES

PLYWOOD SHEAR WALL SCHEDULE - WOOD FRAMING

6"MAX

MARK

1

2

3

4

5

6 2SIDES

2SIDES

1SIDE

1SIDE

1SIDE

1SIDE

6"OC

4"OC

3"OC

2"OC

3"OC

2"OC

3x

3x

3x

3x

2x

2x 2x

3x

3x

3x

3x

3x

BLKG ANDSTUD SIZE ATADJOININGPANEL EDGES

PANELEDGEFASTENERSPACING

PLYWOODNO. OFSIDES SIZE

CONNECTIONTO FTG

CONNECTIONBETWEEN FLOORS

SILL PLATE TOPPLATE

SIZE

CONNECTION TOJOIST/BLKG

ALLOWABLE SHEARCAPACITY

REMARKS

340 LBS/FT

510 LBS/FT

665 LBS/FT

870 LBS/FT

1330 LBS/FT

1740 LBS/FT

CLIP @ 16" OC

CLIP @ 12" OC

CLIP @ 8" OC

CLIP @ 6" OC

CLIP @ 8" OC EACH SIDE

CLIP @ 6" OC EACH SIDE

2-2x

2-2x

2-2x

2-2x

2-3x

2-3x

1/4"Ø LAG @ 6" OC

1/4"Ø LAG @ 4" OC

1/4"Ø LAG @ 3" OC

1/4"Ø LAG @ 2 1/2" OC

5/16"Ø LAG @ 2 1/2"OC

5/16"Ø LAG @ 2" OC5/8"Ø AB @8" OC

5/8"Ø AB @12" OC

5/8"Ø AB @16" OC

5/8"Ø AB @24" OC

5/8"Ø AB @32" OC

5/8"Ø AB @32" OC

EDGE NAILING TOTOP PLATES

DOUBLE TOPPLATES - SEEPLAN FOR SIZE

PLYWOODSHEETING,SEE PLAN

EDGE NAILINGENTIRE LENGTH OFEND STUD/POST, TYP.

STUDS, SEESCHEDULE FOR SIZEAND SPACING

FIELD NAILING SEESCHEDULE

EDGE MEMBER,SEE SCHEDULE

END STUD WHENHOLD DOWNSPECIFIED, SEESCHEDULE

EDGE NAILING SEESCHEDULE

CONC CURBWHERE OCCURS

FINISH FLOORLINE/TOP OF SLAB

SIMPSON HOLDDOWN SEESCHEDULE ANDDETAIL

PRESSURE TREATEDSILL PLATE

ANCHOR BOLTS, SEE SCHED

DOUBLESTUD UNO,SEESCHEDULE

BLKG @HORIZPANELEDGE, SEE

SCHEDULE

PLYWOOD

1. ALL EXTERIOR WALLS AND AREAS ABOVE OPENINGS TO BE

COVERED WITH PLYWOOD SHEATHING TO MATCH ADJACENT

SHEAR WALL OR AS MINIMUM TYPE 1 PER SHEAR WALL

SCHEDULE. THIS SHALL ALSO INCLUDE THE AREA ABOVE

OPENINGS.

2. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE

ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS

OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR

DOORWAYS OR AS DESIGNATED ON PLANS. HOLD-DOWN

REQUIREMENT PER PLAN. (ALTERNATE NOTE: WALLS DESIGNATED

AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR

WALL NAILING, ETC. ABOVE AND BELOW ALL OPENINGS).

3. ALL PLYWOOD SHALL BE APA RATED 15/32" IN THICKNESS,

5 PLY STRUCTURAL I, EXPOSURE I, DOUGLAS FIR , CONFORMING

TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS1 (PLYWOOD)

OR PS2 (ORIENTED STRAND BOARD), STAMPED BY AN APPROVED

GRADING AGENCY. PLYWOOD SHALL CONFORM TO PRODUCT

STANDARD PS 1-95 WITH SPAN RATING INDEX 32/16 OR

GREATER.

4. PROVIDE 1/8" SPACING AT ALL PANEL EDGE JOINTS.

5. PLYWOOD PANELS CAN BE INSTALLED WITH STRENGTH

AXIS EITHER HORIZONTALLY OF VERTICALLY.

6. INDIVIDUAL PLYWOOD PANELS SHALL NOT BE LESS THAN A

2:1 RATIO OF LONG DIMENSION TO SHORT DIRECTION AND ANY

PIECE OF SHEATHING SHALL NOT BE LESS THAN 2'-0"

7. VERTICAL JOINTS OF SHEATHING PANELS SHALL BE

STAGGERED.

8. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL,

PANEL EDGE JOINTS ON FRAMING SHALL BE STAGGERED SO

THAT JOINS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE

SAME STUDS.

NAILING

1. ALL NAILS SHALL BE COMMON STEEL WIRE NAILS 10D AND

SHALL MEET THE REQUIREMENTS OF ASTM F1667.

2. MINIMUM NAIL PENETRATION SHALL BE 1 5/8"

3. MINIMUM EDGE DISTANCE FROM THE PANEL EDGES SHALL

BE 1/2" AND FROM THE EDGE OF THE CONNECTING MEMBERS

SHALL BE 3/8".

4. EDGE NAILING ARE BOUNDARIES, PANEL EDGE, TOP AND

BOTTOM PLATE.

5. NAILS SHALL BE STAGGERED AT ALL PANEL EDGES.

6. PROVIDE EDGE NAILING AROUND ALL OPENINGS.

7. EDGE NAILING IS REQUIRED AT HOLDOWN LOCATION

POSTS, FULL HEIGHT AND ALSO AT BUILT-UP HOLDOWN POSTS.

8. SHEATHING TO INTERMEDIATE FRAMING SHALL BE 10D

NAILS AT 12" o.c. WHERE STUDS ARE SPACED AT 16" o.c. AND

10D NAILS AT 6" o.c. WHERE STUDS ARE SPACED AT 24" o.c.

9. OVERDRIVEN NAILS INTO PLYWOOD SHEATHING ARE NOT

ACCEPTABLE. ALL SHEATHING AND FRAMING DAMAGED BY

OVERDRIVEN NAILS SHALL BE REPLACED BY CONTRACTOR.

LAG SCREW

1. USE SIMPSON STRONG-DRIVE SDS HEAVY DUTY

CONNECTOR SCREW.

2. LAG SCREW EMBEDMENT SHALL BE 3.5 IN MINIMUM, UNO.

3. EDGE DISTANCE, END DISTANCE AND SPACING OF THE

SCREWS MUST BE SUFFICIENT TO PREVENT SPLITTING OF THE

WOOD OR AS REQUIRED BY MANUFACTURER SPECIFICATION.

BLOCKING

1. BLOCKING IS REQUIRED AT ALL PANEL EDGES PER SHEAR

WALL SCHEDULE.

ANCHOR BOLTS

1. ANCHOR BOLTS SHALL HAVE AN APPROVED PLATE

WASHER UNDER EACH NUT. THE NUT SHALL BE TIGHTENED JUST

PRIOR TO COVERING THE WALL FRAMING.

2. 3"x3"x5/16" SQUARE PLATE WASHER SHALL BE USED WITH

ALL ANCHOR BOLTS.

3. ANCHOR BOLTS EMBEDMENT SHALL 7" MINIMUM, UNO.

4. ANCHOR BOLT SHALL BE LOCATED A MINIMUM OF 15

ANCHOR BOLT DIAMETERS FROM ANY EDGE THAT IS

PERPENDICULAR TO SILL PLATE.

5. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16"

OVERSIZED.

6. ANCHOR BOLT PROJECTING UP FROM THE FOUNDATION

HAS TO REMAIN UNDAMAGED DURING CONSTRUCTION.

7. DO NOT COUNT HOLDOWN BOLT FOR SILL ANCHORAGE

AND PROVIDE MINIMUM 2 BOLTS PER SILL PLATE.

8. CONTACT ENGINEER OF RECORD FOR POST-INSTALLED

ANCHOR OPTION.

FRAMING CLIPS

1. FRAMING CLIPS SHALL BE SIMPSON A35 / LTP5 OR

APPROVED EQUIVALENT.

2. FRAMING CLIPS SHALL BE STAGGERED WHEN APPLIED ON

BOTH SIDES OF THE WALL.

GENERAL

1. ALL CONNECTORS, NAILS, BOLTS, WASHERS, CONNECTOR

PLATES IN CONTACT TO PRESSURE TREATED MATERIAL SHALL BE

HOT DIPPED GALVANIZED OR STAINLESS STEEL.

2. SOME SHEAR WALL TYPES LISTED MIGHT NOT BE USED FOR

THIS PROJECT.

3. ALL SILL PLATES AND STUDS BOLTED TO MASONRY OR

CONCRETE SHALL BE PRESSURE TREATED.

1 1

2 2

3 3

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3

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4

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3

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3

L=7'-6"

H1

H2

H2

H1H1 H1

H1

H1

H1

H113

SD2.0

2

SD2.0

2

SD2.0

7

SD2.0

7

SD2.0

7

SD2.0

7

SD2.0

2

SD2.0

STEEL COL.

REF S1.0

2

SD2.0

2

SD2.0

2

SD2.0

13

SD2.0

STEEL COL.

REF S1.0

13

SD2.0

STEEL COL.

REF S1.0

3

S4.0

4

S4.0

9"

1

S3.0

DETAIL

SHEET WHERE

DETAIL IS DRAWM

DETAIL SYMBOL

FOOTINGS, REF FOUNDATION PLAN ON S1.0

-

L=0'-0"

SHEAR WALL SHOWING POST & HOLDOWN AT

ENDS WHERE OCCURS, SEE PLAN

LOCATION OF SHEAR WALL PLYWOOD

SHEAR WALL TYPE PER SHEAR WALL SCHEDULE

SHEAR WALL LENGTH SEE PLAN VERIFY WITH

ARCH'L DWGS.

WOOD FRAMED STUD WALLS, REF WOOD WALL STUD SCHEDULE ON S1.0

LEGEND


H# HOLDOWN PER SCHEDULE ON THIS SHEET

STEEL COLUMN, REF COL. SCHEDULE ON SHEET S1.0



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Shear Wall Plan

Scale: 1/4" = 1'-0"1

Shear Wall Plan

Scale: 3/4" = 1'-0"2

SHEAR WALL SCHEDULE AND NOTES

HOLDOWN SCHEDULE

MARK HOLDOWN POST CAPACITY REMARKS

H1 HDU8 6x6 MIN

H2 HDU11 6x6 MIN

1 1

2 2

3 3

A

A

B

B

C

C

2

S4.0

1

S4.0

RID

GE

BM

RB

-1

RB-2 TYP.RB-2

1/2" PLYWOOD SHEATHING REF.WITH ROOF DECKING BELOW

6

SD3.0

RB-2 RB-2

RB-2 RB-2

20

SD3.0

4

SD3.0

20

SD3.0

RB

-3R

B-3

RB

-3R

B-3

RB

-3R

B-3

12

SD3.0

12

SD3.0

12

SD3.0

12

SD3.0

12

SD3.0

13

SD3.0

4

SD1.2

8A

SD3.0TYP.

14

SD3.0

16

SD3.0

HDR

5A

SD1.2

5A

SD1.2

RID

GE

BM

RB

-1

HD

R-2

RB

-3R

B-3

HD

R-2

RB

-3R

B-3

RB

-3

HD

R-1

18

SD3.0

8B

SD3.0

12

SD3.0

8A

SD3.0

13

SD3.0

8A

SD3.0

8A

SD3.0

8A

SD3.0

8A

SD3.0

11

SD3.0

11

SD3.0

HDR-2HDR-2

RB-3RB-3RB-3

21

SD3.0

11

SD3.0

11

SD3.0

14

SD3.0

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

6' -

9 3

/4"

RR

-1

TYP

RR

-1

CO

NT.

AT

CA

NTI

LEV

ER

RR

-1

CO

NT.

AT

CA

NTI

LEV

ER

16

SD3.0

16

SD3.0

16

SD3.0

3

S4.0

4

S4.0

TYP TYP

RR

-1

TYP

26

SD3.0

26

SD3.0

19

SD3.0

1

S3.0

DETAIL

SHEET WHERE

DETAIL IS DRAWN

DETAIL SYMBOL

WOOD FRAMED STUD WALLS, REF WOOD STUD WALL SCHEDULE ON S1.0

LEGEND


ROOF RAFTER PER SCHEDULERR#

RB#

HDR#

ROOF BEAM PER SCHEDULE

HEADER PER SCHEDULE

KING POST, REF PLAN

#x#

K.P

.

STEEL COLUMN, REF COL. SCHEDULE ON SHEET S1.0

CMCT 12 CONTIN. ON TOP OF PLYWOOD, CENTERED AT CENTER LINE OF WALL/ BLKG

1. SEE GENERAL NOTES ON SHEET S0.1 AND S0.2

2. FOR DIMENSIONS, INTERIOR PARTITIONS & CONDITIONS NOT SHOWN SEE

ARCH'L DWG'S & FIELD VERIFY.

3. FOR NON-BEARING INTERIOR PARTITION WALLS SEE DETAILS 5/SD1.2

4. N/A

5. TYPICAL WOOD STUD FRAMING SEE DETAIL 13/SD1.2

6. FOR TOP PLATE SPLICE SEE DETAIL 14/SD1.2

7. FOR NOTCHING AT SILL PLATES SEE DETAIL 19/SD1.2

8. FOR STUD, JOISTS, PLATES BORING/NOTCH SEE DETAILS 18/SD1.2

9. FOR HEADERS NOT SHOWN ON PLANS SEE DETAIL 13/SD1.2 AND SCHEDULE

10. N/A.

11. N/A

12. N/A

13. N/A

NOTES:

1 1

2 2

3 3

A

A

B

B

C

C

2

S4.0

1

S4.0

3

S4.0

4

S4.0

RID

GE

BM

RID

GE

BM

SIMPSON COIL STRAP CMST12 CONTINUOUS

Note:

NAIL FASTENERS: 10d AND 16d

SHALL BE REPLACED WITH

#6 WOOD SCREWS AND

#8 WOOD SCREWS RESPECTIVELY

x 4" LONG (TYP.)

SIMPSON COIL STRAP CMST12 CONTINUOUS

Note:

NAIL FASTENERS: 10d AND 16d

SHALL BE REPLACED WITH

#6 WOOD SCREWS AND

#8 WOOD SCREWS RESPECTIVELY

x 4" LONG (TYP.)



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Issue Date

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Roof Framing Plan

Scale: 1/4" = 1'-0"1Roof Framing Plan

ROOF FRAMING SCHEDULE

ROOFMARK

ROOF MARKDESIGNATION ROOF FRAMING ADDITIONAL NOTES

RB1 W18x65 w/ HSS COLUMN EA.END, U.N.O. REF PLAN

RB2 GLB 5 1/8 x 12 w/ 6x6 POST AT WALL TYP. U.N.O. REF PLAN and HB-HANGER AT RIDGE

RB3 GLB 5 1/8 x (+/-) VERIFY IN FIELD ROOF BEAM/BLOCKING BETWEEN RB2 w/ HUC-HANGER AT EA. END

RR1 2x T&G ROOF DECKING USE DENSE SELECT STRUCTURAL

HDR1 W10x30 w/ HSS COLUMN EA.END, U.N.O. REF PLAN

HDR2 6x10 #1 REF DETAIL 13/SD1.2

Scale: 1/4" = 1'-0"2

ROOF PLAN FOR HORIZONTAL COIL STRAPLOCATION

Level 1

0' - 0"

Level 2

9' - 6"

Level 3

11' - 6"

Level 4

13' - 6"

T.O.Fascia

17' - 0"

A B C

Level 6

-1' - 6"

3

S4.0

4

S4.0

8A

SD3.0

12

SD3.0

6

SD3.0

18

SD3.0

5

SD2.0

4

SD2.0

22

SD1.2

Level 1

0' - 0"

Level 2

9' - 6"

Level 3

11' - 6"

Level 4

13' - 6"

T.O.Fascia

17' - 0"

A B C

Level 6

-1' - 6"

3

S4.0

4

S4.0

15

SD3.0

4

SD3.0

5A

SD1.2

5A

SD1.2

15

SD3.0

4

SD2.0 14

SD2.0

4

SD2.0

8

SD1.0

5B

SD1.2

Level 1

0' - 0"

Level 2

9' - 6"

Level 3

11' - 6"

Level 4

13' - 6"

T.O.Fascia

17' - 0"

1 2 3

2

S4.0

1

S4.0

Level 6

-1' - 6"

4

SD2.0

14

SD2.0

12

SD2.0

14

SD2.0

4

SD2.0

4

SD3.0

Level 1

0' - 0"

Level 2

9' - 6"

Level 3

11' - 6"

Level 4

13' - 6"

T.O.Fascia

17' - 0"

1 2 3

2

S4.0

1

S4.0

Level 6

-1' - 6"

4

SD2.0

14

SD2.0

5

SD2.0

12C

SD2.0

4

SD3.0

6

SD3.0



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Sections

Scale: 1/4" = 1'-0"1

Section 1

Scale: 1/4" = 1'-0"2

Section 2

Scale: 1/4" = 1'-0"3

Section 3

Scale: 1/4" = 1'-0"4

Section 4

4

6

8

111621

22

23

1

3

5

13

2025 1015

26

27

28

30 DETAILDETAILDETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

16 TRENCH DRAIN DETAIL

CONTROL JOINT DETAIL

TYPICAL SLAB ON GRADE DETAIL

SLA

B O

N G

RA

DE

VA

POR

BA

RR

IER

CO

MPA

CTE

D G

RA

NU

LAR

AG

GR

EGA

TE S

UB-

BASE

MA

TER

IAL.

REF

SO

IL R

EPO

RT

EQEQ

5" THK CONCRETE SLAB ONGRADE (F'c=3000 psi)WITH (GRADE 60) #4 @ 16" ocEACH WAY, PLACED AT MIDDEPTH OF SLAB, OVER 10 MILSTEGO WRAP MEMBRANE,ADMIXTURE 20/20 MIX

NOTES:

1. FOR WATERPROOFING MEMBRANE AND VAPOR BARRIER SEEARCHITECTURAL DRAWINGS AND SOILS REPORT.

2. FOR DEPRESSED SLAB AREAS REFER TO ARCHITECTURAL PLANS.

NATURAL SOILS OR COMPACTEDENGINEERED FILL PER SOILSREPORT RECOMMENDATIONS

t

1/8" SAW CUT(N.T.S.)

1. FOR SLAB ON GRADE THICKNESS, REINFORCING SEE PLAN. FOR SUBGRADEPREPARATION SEE GEOTECH REPORT.2. UNO ON PLAN, PROVIDE SLAB JOINT ON ALL COLUMN LINES, UNDER PARTITIONSAND AT A MAXIMUM SPACING OF 10'-0" OC EA WAY IN BETWEEN. PROVIDE SLABJOINT AT ALL RE-ENTRANT CORNERS.3. ALL SAW CUT JOINTS SHALL BE 'SOFT-CUT' SAWN AS SOON AS ALLOWED BY SAWMFR RECOMMENDATIONS. JOINTS SHALL BE MADE WITHIN 4 HOURS IN HOT WEATHER &WITHIN 12 HOURS IN COLD WEATHER AFTER SLAB FINISH COMPLETED.

FILL w/ SEMI-RIGIDJOINT SEALANT

SLAB ON GRADEPER PLAN

EQEQ

BASE PERSOIL REPORT

CONTROL JOINT (SAW-CUT)

CONTROL JOINT (FORMED)

t

1/8" PREFORMEDSTRIP (N.T.S.)t/4

(3/4

" min

.)SLAB ON GRADEPER PLAN

EQEQ

SLAB REINF'G. CONT.

NOTES:

t/4(3

/4" m

in.)

SLAB REINF'G.CONT.

BASE PERSOIL REPORT

PER

AR

CH

.12

" MIN

12"

3" CLR

24"

12"

'a'

6 x 'a'SEE ARCH'L. FOR LOC.,DEPTH & SIZE OFDEPRESSION (3" MAX)

1

2

DOWEL SAME SIZE &SPACING AS SLABREINFORCEMENT W/ 24"MINIMUM LAP

CONCRETE SLAB ON GRADEPER FOUNDATION PLAN

SEE ARCH'L PLAN

FOR ELEV. SEEGRADING PLAN.

PAVEMENT

2-#4 CONT. TOP &BOTTOM

t t

t

CONCRETE SLAB EDGE DETAIL

SLAB DEPRESSION DETAIL

#4 NOSING BAR

t

8" MIN2'-0"

61

CONCRETE SLAB ON GRADEPER FOUNDATION PLAN

CONCRETE SLABON GRADEPER FOUND. PLAN

CONCRETE SLAB ONGRADE PER FOUND.PLAN

DOWELSAME SIZE ANDSPACING AS TYP REINF

24"24"

'a'

SEE ARCH'L. FOR LOC.,DEPTH & SIZE OFDEPRESSION (12" MAX)#4 T&B CONT.

DEPRESSION 'a' LESS ON EQ TO 3"

DEPRESSION 'a' FROM 3" to 12" max

PIPE INSTALLATION AT FOOTINGS

NOTES:

1

2

9"min

d 9"min

3'-0

" ma

x 2"

3" m

in

6" min

6" min

18"

min

1. FOR PIPES MORE THAN 3'-0" BELOW BOTTOM OF FTGS.,STEP FTGS. NO PIPES ALLOWED IN FTG. STEPS2. IF FTG. IS PLACED PRIOR TO PLACING PIPE, PLACE PIPE ANDCONC. BELOW FTG. TO WITHIN 2" OF BOT. OF FTG. AND DRYPACK THE REMAINING 2".3. PLACE CONC. FILL AROUND SLEEVE BEFORE POURING FTG. (FULL WIDTH OF FTG.).4. ALL PIPE SLEEVES SHALL BE 2" LARGER THAN PIPE.5. COORDINATE LOCATION WITH PLUMBING DRAWINGS.

TRENCH SHALLNOT UNDER-MINE WALLFTG.

BACKFILL COMPACT TRENCHPER SPEC'S AND SOIL REPORT

NO TRENCH PARALLELTO FTG. BELOW THIS LINE

NO PIPES SHALLPENETRATE FTG

PROVIDE SLEEVES FOR ALLPIPES. SEE NOTES #3 AND #4

SEE NOTE 2BELOW

WIDTH SHOWN(REF PLANS) + 2"

PROVIDE 2x CONT. AT ALLSIDES OF EXCAVATION TOPREVENT SPALLING OFEDGES

CUTBACK

FOOTING EXCAVATION/FORMWORK

1'-2

"MA

X

1'-0"

1" CLR

REF

AR

CH

PLA

N(4

" MA

X)

1

1

TOP OFSLABSEEARCHPLAN

#4 @ 16"

1'-6"

1'-6" 1'-6"

#4 @ 16"AT CURB

#4 BAR

2-#4 CONT

8" M

AX

REF. ARCH

#4 @ 16" oc AT CURB

2-#4 CONT

t

t

PARTITION WALLWHERE OCCURSREF PLAN

SLAB DEPRESSION @ CURB LOCATIONA

CURB @ CONCRETE SLABB

t

TOP OF SLABSEE ARCHPLAN

CURB @ CONCRETE SLABCCURB ON CONCRETE SLAB DETAILS

CONCRETE SLAB ONGRADE PER FOUNDATIONPLAN PLAN

CONCRETE SLAB ONGRADE PER FOUNDATIONPLAN PLAN

ROUGHEN COLD JOINT

ROUGHENCOLD JOINT

8" M

AX

#4 CONT

#4 @ 16" oc AT CURB

TOP OFSLABSEE ARCHPLAN

CURB, REF ARCH

CONCRETE SLABON GRADEPER FOUNDATIONPLAN

ROUGHENCOLD JOINT

#4 @ 16" ocAT CURB w/EPOXY GROUTINTO DRILLEDHOLES

PARTITION WALL WHEREOCCURS REF PLAN

FINISH AT DEPRESSEDSLAB, REF ARCH.

FINISH ATDEPRESSEDSLAB, REFARCH.

PARTITION WALLWHERE OCCURSREF PLAN

LAP REF

ALTERNATIVE 1 ALTERNATIVE 2

1

6" MAXSEE CIVIL

DGWs

6" M

IN1

30" 30"

CONCRETE SLABON GRADEPER FOUND. PLAN

(2)-#4 MIN. CONT. (MATCHS.O.G. REINFORCING SIZE)EXTEND 18" BEYOND DRAINEND

6" MAX

DOWEL TO MATCH SIZE &SPACING OF S.O.G.REINFORCING

TRENCH DRAIN

4" 4"

1'-2"

EQEQ

EQ

2" CLRTYP

BEND ALT. BARSAS SHOWN

WALL VERT. BARS,U.N.O.

TOP/BOTT REINFREF FOUNDATION PLANAND SCHEDULE

BENT DOWELSTO MATCH SIZE & SPACING OFHORIZONTAL REINFORCING,TYP

TOP/BOTT REINFREF FOUNDATION PLANAND SCHEDULE

LAPPER SCHEDULE

BENT DOWELSTO MATCH SIZE & SPACING OFHORIZONTAL REINFORCING,TYP

LAPPER SCHEDULE

TRIPLE/MULTIPLE LAYERS

DOUBLE LAYER

TYP CONCRETE WALL/FOOTING HORIZONTAL REINFORCING @ CORNER, INTERSECTION

LAPPER SCHEDULE

LAPPER SCHEDULE

BENT DOWELS TO MATCHSIZE & SPACING OF HORIZREINFORCING, TYP.

BENT HORIZ. REBARSWITH STANDARDHOOK, TYP.

STANDARDHOOK(ALTERNATE),TYP.

WALL VERT.BARS, U.N.O.(2 MIN.)

BENT HORIZ. REBARSWITH STANDARDHOOK, TYP.

SINGLE LAYER

9DETAIL1924 1429 DETAILDETAILDETAILDETAIL



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NC

A3.01

161-19032

LO

NG

B

EA

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C

ON

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RV

AT

IO

N C

OR

PS

62

55

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A

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EA

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,C

A, 9

08

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AR

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AIN

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NA

NC

E S

TR

UC

TU

RE

FIRST FLOOR PLAN

Mar 12, 2021 - 2:47pm - USER NatellaU:\19-324 Conservation Corps Long Beach (CCLB) - One story bldg\1. STRUCTURAL DRAWINGS\Structural Details CAD\SD1.0_STRUCTURAL DETAILS.dwg

DEF

OR

EST

PAR

K M

AIN

TEN

AN

CE

STR

UC

TUR

E 62

55, D

EFO

RES

T A

VE,

LON

G B

EAC

H,C

A, 9

0805


SD1.0

TYPICAL DETAILS

AutoCAD SHX Text


AutoCAD SHX Text

7

45° TO 60°

18"

CJPBACKGOUGE

45° TO 60°

CJPBACKGOUGE

SPLIT PIPE IS TO BETACK WELDED TOBAR ON PIPE ID

CJP

1/8"-5/32"

60°

1/8"

45°

CJPBACK-GOUGE

1/8"

45°

CJPBACK-GOUGE

45°

D/3

MA

XD

/4 M

IN

D/3 MAXD/4 MIN

1/8"

SPLIT PIPE IS TOBE TACKWELDED TOBAR ON PIPE ID

D

2D MINUNO

3/4" MAX

DOUBLE-FLARE-BEVEL-GROOVE WELD

2D MINUNO

FLARE-BEVEL-GROOVE WELD

NOTES:1. AREA OF SPLICE PLATE OR ANGLESHALL BE EQUAL TO BAR AREA x 2.0 MIN,UNO. WIDTH SHALL BE SYMMETRICAL ANDAS REQ'D TO FIT WELD.

2. ALL WELDS SHALL BE MADE WITHLOW HYDROGEN RODS. PREHEAT PERAWS D1.4. SEE SPECIFICATIONS FORWELDING AND REBAR REQUIREMENTS.

BASE PLANCHORAGE,ETC.

CJP BACK-GOUGE 45°

CJPBACK-GOUGE

#9 AND LARGER #8 AND SMALLER

1 8"

CJP

NOTES:

ALL WELDS SHALL BE MADE WITH LOWHYDROGEN RODS. PREHEAT PER AWSD1.4. SEE SPECIFICATIONS FORWELDING AND REBAR REQUIREMENTS.

45°

FIELD WELDING OF REINFORCING SHALL BE PERFORMED BYWELDERS SPECIFICALLY QUALIFIED FOR REINFORCING STEEL.PRIOR TO WELDING, THE "CARBON EQUIVALENT" (CE) OFSTEEL SHALL BE DETERMINED. REINFORCING STEEL WHOSE "CE"CANNOT BE IDENTIFIED OR WHOSE "CE" EXCEEDS 0.75%SHALL NOT BE WELDED EXCEPT FOR REINFORCING STEELCONFORMING TO ASTM A-706, REINFORCING STEEL SHALL BEPREHEATED AS SHOWN IN TABLE 5.2.AWSD 1.4-79. INADDITION, STEEL WITH "CE" BETWEEN 0.66% AND 0.75% SHALLBE WELDED ONLY WHERE PRIOR QUALIFICATION TESTS VERIFYACCEPTABLE WELDABILITY. WELDING SHOULD COMPLY TOAWS D1.4.

1" MIN 1" MINL

B-

#4

#5

#6

#7 4 1/2"

4"

3 1/2"

3"

BARSIZE

"L" WELD LENGHTHEA SIDE OF BAR

REINF. BAR

STRUCTURAL STEEL

A

WELDING OF REINFORCING STEEL:

WELDING REINFORCING BARS WELDED REINFORCING BARS-INDIRECT BUTT JOINTS

WELDED REINFORCING BARS - DIRECT BUTT JOINTWELDED REINFORCING BARS - BAR TO PLATE OR STEEL SHAPE

B

C

D

G H

I

E

F

J K L

PLAN OR ELEVATION SPLICE PLATE (#3 TO #6)

SPLICE ANGLE (#3 TO #6)

SPACING OF BARS

SINGLE-V-GROOVE WELD DOUBLE-V-GROOVE WELD

SINGLE-V-GROOVE WELD WITH SPLIT PIPE BACKING

V E R T I C A L B A R S

HORIZONTAL B A R S

SINGLE-BEVEL GROOVEWELD

SINGLE-BEVEL-GROOVE WELDWITH SPLIT PIPE BACKING(BARS OF EQUAL DIAMETER)

DOUBLE-BEVEL GROOVEWELD

EXTERNAL FILLET WELDS

COMPLETE JOINT PENETRATION GROOVE WELD

BOLTDIAMETER

"D"

12"

58"

34"

78"

1"

VERT. ANCHORBOLTS

HORIZ. ANCHORBOLTS

MINIMUM EMBEDMENT

118"

9"

9"

12"

16"

24"

24"

5"

5"

6"

6"

8"

10"

Le

EMBE

DM

ENT

T/FOUNDATION,SEE PLANS

"D" DIAMETERANCHOR BOLT

WITH HOOKA HEADEDB

ADEQUATE THREAD EXTENSIONFOR ATTACHMENT OF ALLMATERIALS

Le

EMBE

DM

ENT T/FOUNDATION,

SEE PLANS

Le

EMBE

DM

ENT

WITH PLATEC

ADEQUATE THREAD EXTENSION FORATTACHMENT OF ALL MATERIALS

ADEQUATE THREAD EXTENSION FORATTACHMENT OF ALL MATERIALS

T/FOUNDATION,SEE PLANS

(2) HEAVY HEXNUTS & WASHERS

4x4x38" STEEL PLATE

HEAVYHEX NUT

X" TACKWELD



NOTE:- THESE EMBEDMENT VALUES CAN BE USED, U.N.O.IN THE PLANS/DETAILS.- ANCHOR BOLTS CAN COMPLY WITHSPECIFICATIONS OF ASTM A36, U.N.O. IN THEPLANS/DETAILS.

1. DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS SHOWN IN THE SCHEDULE ABOVE ARE IN ACCORDANCE WITH ACI 318AND CORRESPOND TO GRADE 60 UNCOATED REINFORCING BARS EMBEDDED IN NORMAL WEIGHT CONCRETE (f'c=3000 PSI).2. FOR CONCRETE WITH f'c=4000 PS MULTIPLY VALUES IN TABLE BY 0.86.3. FOR LIGHTWEIGHT CONCRETE MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.3.4. FOR GRADE 75 REINFORCING MULTIPLY THE LENGTHS IN THE SCHEDULE BY 1.25.5. ALL TABULATED VALUES ARE IN INCHES.6. THIS SCHEDULE SHALL BE USED WHERE DEVELOPMENT AND SPLICE LENGTHS ARE NOT SPECIFICALLY DETAILED ANDDIMENSIONED ON THE DRAWINGS.7. THE SCHEDULE ABOVE IS APPLICABLE FOR THE FOLLOWING CONDITIONS:

A. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS THAN db ANDMINIMUM STIRRUPS OR TIES THROUGHOUT DEVELOPMENT LENGTH NOT LESS THAN THE CODE MINIMUM.

B. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db.

8. TOP REINFORCING IS DEFINED AS HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS.9. OTHER REINFORCEMENT INCLUDES ALL VERTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12" OF CONCRETE CASTBELOW BARS.10. WHERE BARS DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF DEVELOPMENT LENGTH OF LARGERBAR, OR SPLICE LENGTH IF SMALLER BAR.11. LAP SPLICE LENGTH IN THE TABLE ARE CLASS 'B'. FOR REDUCED LAP SPLICE LENGTH CLASS 'A', CONTACT ENGINEER OFRECORD.

#3

#4

#5

#6

#7

#8

#9

#10

#11

119

47 28 37 10

209170

EMBEDMENT AND SPLICE LENGTH SCHEDULE (CONCRETE)STANDARDHOOKEDEMBEDMENTLAP SPLICE

LENGTH

OTHER REINFORCING

DEVELOPMENTLENGTH

LAP SPLICELENGTH

DEVELOPMENTLENGTH

TOP REINFORCINGBAR SIZEDESIGNATION

22 29 17 23 6

829223829

36

43 56 33 43 12

1463488263

72 94 55 72 16

18816210681

91

101 132 78 102 22

135° HOOK 90° HOOK

90° HOOK180° HOOK

LAP SPLECESEE SCHEDULE BELOW

4db MINOR 21

2"

db

db 12

db

UN

O

db

6 d

b

#3 THRU #8

#9 THRU #11

#14 THRU #18

BAR SIZE

12

2

2

12

6d

8d

10d

D

D

D

DUCTILE OPTIONAL

11

D

6dbOR3" M

IN

D

db

#5

#4

#3 112"

2"

212"

DBAR SIZE

TYPICAL COLUMN BAR OFFSET

'a' 13

DIA

'a'

'a'

'a'

'a'

ALTERNATE POSITIONOF SUCCESSIVE TIESPLICES TYPICAL.

ALTERNATEPOSITION OF 135°AND 90° BENDSTYPICAL.

TYPICAL COLUMN TIES AND BEAM STIRRUPS

TIES & STIRRUPS HOOKS ONLY

STANDARD HOOKS

TYP. LAP SPLICE

TYPICAL COLUMN TIES BEAM STIRRUPS

#3

#4

#5

TIE SIZE

5"

512"

6"

a

TYP. STAGGERED SPLICE

1:6 MAXSHOP OFFSETBEND

112"

MIN

6" M

AX NON-CONTACT

LAP

CLE

AR

SPA

CIN

G

SPLICE LENGTHSEE SCHED BELOW

db

SPLICE LENGTHSEE SCHED BELOW

CLE

AR

SPA

CIN

G

11

'a'

'a'

STUDS REF PLAN

2x PLATE

2-16d END NAILS@ EA BLKG TYP

2x BLK

SILL ANCHOR BOLTREF PLAN ANDSCHEDULE

FOUNDATIONREF PLAN

1" CLRTYP

4-16d EA BLKGTO SILL

4-16d TO BLKGEA SIDE OF STUD

P.T. SILL PLREF PLAN

NOTE:ALL NAILS APPLIED TO PRESSURE TREATED SILLSHALL BE GALVANIZED.

VA

RIE

S EQEQ

3/4" THK BASE PLATE W/(4)-3/4"Ø x 12" EMBED.ANCHOR BOLTS

112" TYP

2"

NON-SHRINK GROUT SCHEDULEANCHOR BOLTDIAMETER

MINIMUM NON-SHRINKGROUT THICKNESS, 'T'

REMARKS

UP TO 3/4"

UP TO 1"

UP TO 1 12"

UP TO 2" 3"

2 12"

1 12"

NOTES:

1. SEE GENERAL NOTES SECTION FOR MORE INFORM'N ON NON-SHRINK GROUT.2. UNDER THE BASE PLATE, THE GROUT MAY BE BEVELED OR FORMED BUT SHALLEXTEND A MINIMUM OF 'T' BEYOND FACE OF PLATE3. MINIMUM EDGE DISTANCE TO FACE OF CONCRETE TO BE 4"

112" TYP

VARIES

EQEQ

PLAN VIEW OF BASE PLATE & COL.

TYP5/16

STEEL COL. OR PIPEREF PLAN

4

23 3

5

13

2025 1015

26

27

28

30 DETAILDETAILDETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

1924 1429 DETAILDETAILDETAILDETAIL

12

18 BAR BEND & SPLICE DETAILGENERAL ANCHOR BOLT DETAIL

WELDING REINFORCING BARS

TYP. AT ANCHOR BOLT BELOW STUD DET.

STEEL COLUMN BASE PLATE DETAIL

DETAIL



P:323.475.8075



P:323.475.8075



P:323.475.8075



P:323.475.8075

CHECKED

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SD1.1

TYPICAL DETAILS

AutoCAD SHX Text

A

AutoCAD SHX Text

C

AutoCAD SHX Text

B

AutoCAD SHX Text

D

AutoCAD SHX Text

E

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text


AutoCAD SHX Text

8

BORING/NOTCHING DETAILS

NON-BEARING WALL DETAIL

DIAPHRAGM DETAIL

DIAPHRAGM SHEAR VALUES ARE BASED ON COMMON NAILS PER NDS TABLE 4.2A

ROOFBLOCKEDDIAPHRAGM

PLYWOOD4'-0" x 8'-0"SHEETSU.N.O.

STAGGERJOINTS, TYP.

TYPICALINTERMEDIATEFASTENERS

TYP EDGE FASTENERS(STAGGER FASTENERS@ ADJ PANELS)

PROVIDE 2x4 FLAT BLK'G.USE SIMPSON 'Z' CLIP @ EA ENDJOIST, SEE PLAN

SEE

FRA

MIN

G P

LAN

FAC

EG

RA

IN

DIR

ECTI

ON

OF

2 1 2" EQ

"EQ

"

38"

1 2"38"

38"

1 2"

38"

NAILS PER DIAPHRAGMSCHEDULE

ADJOINING PANELEDGE AT ℄ OF FRMG

(PANEL JOINT)

NAIL SPACING PER DIAPHRAGM

SCHEDULE

NOTE:1. REDUCE SPACING BETWEEN LINES OF NAILS ASNECESSARY TO MAINTAIN MINIMUM 3/8-INCHFASTENER EDGE MARGINS. MINIMUM SPACINGBETWEEN LINES IS 3/8-INCH.

WOOD STRUCTURAL PANELSPER PLAN & SCHEDULE3x FRAMING

MEMBER PER PLAN

AD

JOIN

ING

PAN

EL E

DG

E

DIAPHRAGM SHEAR VALUES ARE BASED ON COMMON NAILS PER NDS TABLE 4.2A

BOUNDARY AND CONTPANEL EDGE FASTENERSEDGE FASTENERS

INTERMEDIATE NAILING

B

E

I

E

I

4" O.C.

4" O.C.

12" O.C.

PLYWOOD1. a) ALL PLYWOOD SHALL BE APA RATED 1/2" IN THICKNESS, U.N.O., 5 PLY STRUCTURAL I, EXPOSURE I, DOUGLAS FIR , CONFORMING TO THE

REQUIREMENTS FOR THEIR TYPE IN DOC PS1 (PLYWOOD), STAMPED BY AN APPROVED GRADING AGENCY. PLYWOOD SHALL CONFORM TOPRODUCT STANDARD PS 1-09 WITH SPAN RATING INDEX 32/16 OR GREATER.b) N/A

2. PROVIDE 1/8" SPACING AT ALL PANEL EDGE JOINTS.3. PLYWOOD PANELS SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO JOISTS. STAGGER SHEETS AS SHOWN.4. INDIVIDUAL PLYWOOD PANELS SHALL NOT BE LESS THAN A 2:1 RATIO OF LONG DIMENSION TO SHORT DIRECTION AND ANY PIECE OF

SHEATHING SHALL NOT BE LESS THAN 2'-0"5. PLYWOOD PANELS MUST BE ALWAYS CENTERED TO WOOD MEMBERS.NAILING1. ALL NAILS SHALL BE COMMON STEEL WIRE NAILS 10D AND SHALL MEET THE REQUIREMENTS OF ASTM F1667.2. MINIMUM NAIL PENETRATION SHALL BE 1 5/8"3. MINIMUM EDGE DISTANCE FROM THE PANEL EDGES SHALL BE 1/2" AND FROM THE EDGE OF THE CONNECTING MEMBERS SHALL BE 3/8".4. PROVIDE BOUNDARY FASTENERS AT PERIMETER OF THE BUILDING, LEDGERS AND CONT PANEL EDGES TYPICAL UNO.5. PROVIDE 2 ROWS OF BOUNDARY FASTENERS STAGGERED AT SHEAR WALLS, BEAMS AND STRUTS TYP. UNO.6. NAILS SHALL BE STAGGERED AT ALL PANEL EDGES.7. PROVIDE EDGE NAILING AROUND ALL OPENINGS. ANY OPENING LARGER THAN JOIST SPACING HAS TO BE CONFIRMED WITH E.O.R., U.N.O.8. OVERDRIVEN NAILS INTO PLYWOOD SHEATHING ARE NOT ACCEPTABLE. ALL SHEATHING AND FRAMING DAMAGED BY OVERDRIVEN NAILS

SHALL BE REPLACED BY CONTRACTOR.WOOD SCREWS:1. WOOD SCREWS SHALL CONFIRM WITH WSNTL WOOD SCREWS. ICC-ES ESR 1472

2. THE MINIMUM LENGTH OF WOOD SCREW PENETRATION SHALL BE 114", U.N.O.BLOCKING:1. BLOCKING IS REQUIRED AT ALL PANEL EDGES FOR BLOCKED DIAPHRAGM. USE SIMPSON 'Z' CLIP @ EACH END.2. WHERE EDGE BLOCKING IS NOT REQUIRED, PROVIDE PLY-CLIP/ 'H' CLIP AT THE CENTER OF EACH SPAN. 'H' CLIP MUST FIT SNUGLY.JOISTS:1. MAXIMUM JOISTS OR WOOD TRUSSES SPACING TO BE 24" O.C.2. USE DOUBLE JOISTS @ SPRINKLER MAINS FOR 4"Ø PIPES AND LARGER. VERIFY WITH SPRINKLER COMPANY SHOP DRAWINGS.3. WHERE PLYWOOD FASTENERS REQUIRE 10d AT 2",2 1/2" AND 3" O.C. AT EDGES OR BOUNDARIES, PROVIDE 3x MEMBER MIN. FRAMING AT ALL

PLYWOOD JOINTS, AND FASTENERS TO BE STAGGERED.4. SUSPENDED CEILING, SMALL PIPES, DUCTS AND ANOTHER LIGHT WEIGHT MATERIALS CAN BE HUNG FROM JOISTS. FOR DRAIN PIPES OR

SPRINKLER MAINS 3 1/2"Ø PIPES AND LARGER, INSTALL 4X6 IN HWU HANGERS BETWEEN JOISTS WHERE SUPPORT IS NEEDED.SPECIAL INSPECTION:1. WHEN REQUIRED BY THE CODE OFFICIAL, PERIODIC SPECIAL INSPECTION FOR SEISMIC OR WIND RESISTANCE SHALL BE IN ACCORDANCE WITH

THE REQUIREMENTS OF LATEST EDITION OF CBC CHAPTER 17 CORRESPONDING TO THE APPLICABLE TYPE.

1 1 2"

EQ"

EQ"

38"

NAILS PER DIAPHRAGMSCHEDULE

ADJOINING PANELEDGE AT ℄ OF FRMG

(PANEL JOINT)

NAIL SPACING PER DIAPHRAGM

SCHEDULE

WOOD STRUCTURAL PANELSPER PLAN & SCHEDULE

2x FRAMINGMEMBER PER PLAN

AD

JOIN

ING

PAN

EL E

DG

E

38"

2x JOIST WITH NON-STAGGERED NAILS LAYOUT 3x JOIST WITH STAGGERED NAILS LAYOUT

TYP BOUNDARYFASTENERS

B

PLY-CLIP WHERENO BLOCKINGREQUIRED

NOTCHING/BORING OF PLATES DETAIL

BORING OF JOISTS

2X4

2X6

2X8

6'-0" 1-1/2"

2"

3"

3-1/2"

5-1/2"

5-1/2"

6'-0"

6'-0"

MINSPACING

"L" MAX "W" DIA

DOUBLE 2X TOP PL 2XOR 3X SILL PL

NOTCHES BORED HOLES

1-1/4"

2"

3"

MAX DIA

"L"

12" 12" MIN

EQEQ

MAX

MA

X

W

MAX

MA

X

5/8" MIN EDGEDISTANCE TYP

ALL STUDS5/8" MIN EDGEDISTANCE TYP

ALL STUDS

112" 112"

60% MAX DIAOF STUD WIDTH

4" 6"

78" MAX 13

8" MAX

"d" MAXSIZE NOTES:

2""d

"

"d"

2"

12"

A

B

STUD BORING/NOTCHING DETAILC

SIMPSON "RPS28" W/ (16)-10dCOMMON NAILS EACH PLATE(STRAP NOT REQ'D @ SILL PLATE)

BOREDHOLE

NOTCHPLATE

1. SEE JOISTS MANUFACTURER SPEC'S FORAPPROVED I-JOISTS BORING HOLES.2. NOTCHING 2X JOISTS IS NOT ACCEPTABLEWITHOUT ENGINEERS OF RECORD APPROVAL

STUD WALL PER PLAN

2X JOIST PER PLAN

25% MAXSTUD WIDTHNOTCH

60% MAXSTUD WIDTHBORE

25% MAXSTUD WIDTHNOTCH

40% MAXSTUD WIDTHBORE

1. NOTCH & BORING NOT TO OCCUR IN SAME STUD SECTION.2. NO MORE THAN 2 SUCCESSIVE DOUBLE STUDS MAY HAVE 60%MAX BORED HOLES.

NOTCH/BORE% OF STUD

2X4 2X6

1-3/8"

2-1/8"

3-1/4"2"

1-3/8"

7/8"25%

40%

60%

EXTERIOR AND BEARING STUDS

NON-BEARING STUDSDBL-BEARING STUDS

NOTES:

1-3/4"

2-3/8"

3"

3-3/4"

4-3/8"2X14

2X12

2X10

2X8

2X6

TYP. TOP PLATE LAP SPLICE DETAIL

HEADER DETAIL

'A35' AT TOP & BOTT.FOR FULL HEIGHT STUDSIN EXTERIOR WALLSFOR OPENINGSGRATEER THAN 4'-0"

DOUBLE TOP PLATES REF PLAN

STUDS & CRIPPLES @ 16"o.c.

'A35' FOR OPENINGSGRATER THAN 4'-0"

HEADER, SEE PLAN(IF NONE ON PLANREF TO SCHEDULEBELOW

2-16d FOR EACH 3" INHEADER DEPTH

SIMPSON 'ST6224'STRAP (U.N.O.)

SEE TABLE BELOW FORNUMBER OF JAMBSTUDS/TRIMMERS.IF HEADER SIZE SMALLERTHAN 4x8/ 6x8 USE ONE 2x

16d @ 8" O.C. EA.FULL-HEIGHT STUDS STUD @EXTERIOR WALLS ONLY

2-2x STUD WIDTH SILLWHERE OCCUR'G

SEE TABLE BEOW FORNUMBER OF FULL-HEIGHTSTUDS TYPICAL, U.N.O.SEE PLAN

2x BLKG. (USE WHENWALL IS SHEATHEDENTIRELY WITHPLYWOOD).

WOOD HEADERS SCHEDULE

BEARING AND EXTERIOR WALLS NON-BEARING WALLS

OPENING WIDTHHEADER SIZE ATROOF OPENING

HEADER SIZE ATFLOOR OPENING

OPENINGWIDTH

HEADERSIZE

4'-0" OR LESS

4'-0" TO 7'-0"

7'-0" TO 8'-0"

8'-0" TO 10'-0"

10'-0" OR GREATER

4x8 / 6x6

4x10 / 6x8

4x12 / 6x10

4x14 / 6x12

SEE PLAN

4x10 / 6x8

4x12 / 6x10

SEE PLAN 10'-0" TO 12'-0"

8'-0" TO 10'-0"

6'-0" OR LESS

6'-0" TO 8'-0" 4x8 / 6X8

4x6 / 6X6

4x10 / 6X10

4x12 / 6X12

318" x 12 GLB / 6x12

318" x 15 GLB / 6x14

1. HEADER SIZE SHOWN IN THE SCHEDULE SHALL APPLY UNLESS SPECIFICALLY NOTEDON FRAMING PLANS.2. ALL HEADERS ARE DOUGLAS-FIR NO.1, UNO.

6'-0" TO 10'-0"

MINIMUM NUMBER OF FULL HEIGHTSTUDS

OPENING WIDTH

6'-0" OR LESS

10'-0" TO 14'-0"

1. OMIT FULL HEIGHT STUDS WHERE POST FOR HOLDOWN ANCHOR OCCURS. SEE PLAN ANDTYPICAL HOLDOWN DETAIL.2. ALL STUDS TO BE NAILED TO EACH OTHER WITH MINIMUM 16D NAIL AT 12" OC. MULTIPLENAILS MAY BE REQUIRED WHEN 3 OR MORE STUDS ARE JOINING TOGETHER.3. DETAILS AND MEMBER SIZES SHOWN ON FRAMING PLANS ARE TYPICAL UNO OR DETAILED.4. CLEAR SPAN IN THE TABLE IS THE CLEAR SPAN DISTANCE BETWEEN JAMB STUDS.

EXTERIORWALLS

2-2x

INTERIORBEARING

WALLS

INTERIORNON-BEARING

WALLS

MIN NUMBER AND SIZE OF JAMBHEIGHT STUDS

EXTERIOR &INTERIOR

BEARING WALLS

INTERIORNON-BEARING

WALLS

3-2x

4-2x

2-2x

2-2x

2-2x

1-2x

1-2x

1-2x

2-2x

1-4x

1-4x

2-2x

2-2x

2-2x

WOOD STUD WALL SCHEDULE

2-16d NAILS @EA 2x SILL PLATE

'A35' AT TOP & BOTT.FOR FULL STUDSGRATER THAN 12'-0"

2x BLKG. @8'-0" oc

1. SEE STRUCTURAL NOTES FOR STUD SPECIES AND GRADE.2. FOR WOOD BORING AND NOTCHING REQUIREMENTS SEE TYPICAL DETAILS.3. FULL WIDTH BLOCKING/BRACING AT STUD AT 8'-0" ON CENTER MAXIMUM.4. GYPSUM BOARD 5/8 INCH TYPE X SHALL BE INSTALLED IN THE VERTICALORIENTATION TO BOTH SIDES OF THE WALL OVER FULL HEIGHT USING NO. 6 TYPE 'S'DRYWALL SCREWS SPACED A MAXIMUM 12" OC.

NOTES:

A35 @ TOP AND BOTT.AT SILL WHERE OCCUR'G

NOTCHING AT SILL PLATE DETAIL

9" MAX 9" MAX 9" MAX

9" M

AX

SILL PLATE ANDANCHOR BOLTS PERSHEAR WALLSCHEDULE, REF PLAN

WHERE SILL PLATE DRILLED ORNOTCHED ONE THIRD OF PLATE WIDTHOR MORE, PROVIDE ANCHOR BOLTSWITHIN 9" OF HOLE OR NOTCH

2X STUDS SEE PLAN

2x CONT P.T. SILL PL w/ HILTI UNIVERSAL

FASTENER 'X-U' 0.157" Ø x 112" MIN

EMBEDMENT AT 12" oc(ICC # ESR-2269)

CONC. SLAB ORCURB, REF PLAN

2x BLKG AT MAX. 8'-0" oc

1"1"

@ 3"min.TYP.

STAGGERNAILS, TYP.

@ 3" min.TYP.

NAILSPER

SCHED.

1 12" min.

NAILSPER

SCHED.16d @ 16" o.c.

TYP.

LAPREF SCHEDULE ABOVE

1 12"min.

16d @ 16" o.c.TYP.

GROUP NAILS OR BOLTSON BOTH

SIDES OF SPLICE IN TOP PLATE

A

AA-

AA

WOOD TOP PLATE SPLICE SCHEDULE NOTES:1. DESIGN LOADS INCLUDES A 60%LOAD DURATION INCREASE ON THEFASTENERS AND WOOD PLATE FORWIND OR EARTHQUAKE LOADING.2. NAILS SHALL BE 16D COMMONWIRE NAIL, SEE GENERAL NOTES FORMORE INFO.3. SPLICE SHALL OCCUR OVERCENTER LINE OF POST OR STUD.PROVIDE SIMPSON 'RSP4' AT EACHSIDE OF STUD WHERE BOTTOM PLATESPLICE OCCURS AT STUD.4. TABLE GIVE NUMBER OFFASTENERS REQUIRED AT EACH SIDEOF SPLICE.

REMARKSALLOWABLEDESIGNLOAD (LBS)

CASE /DETAIL

NAILS

FASTENERSMIN.LAPLENGTH

MIN.PLATESIZE

2x6

2x4

2x4 4'-0"

6'-0"

6'-0" 24-16D

20-16D

16-16D 'A'

'A'

'A' 4900

4100

3300

BOLTS

N/A

N/A

N/A

BOTTOM CONNECTION

TOP CONNECTIONA

B

Slotted plate washer allows forapprox. ± 3/8" of adjustmentnormal to sheathing to accountfor out-of-line anchors

12" max. Standard cut washer

Min. 3" x 3" x 0.229"plate washer with

max. 1 3 4" slot

Staggered anchor rods with3" x 3" plate washers

Anchor rod centered in sole plate with

3" x 4 12" plate washers

SHEAR ANCHOR OPTIONS FOR 2x6 WALL SHEATHED ON BOTH SIDES

SHEAR ANCHOR OPTIONS FOR 2x6 WALL SHEATHED ON ONE SIDE

Anchor rod located

approx. 1 3 4" from sheathingwith 3" x 3" plate washer

Anchor rod located

approx. 2 3 4" from sheathing

w/ 3" x 4 12" plate washer

Mudsill strapinstalled on same side as sheathing

12" max.

12" max. Staggered

anchor rods12" max.

12" max.

12" max.

1 3 4"

3" 4 1 2"

12" max.

2 3 4"

Mudsill strapinstalled permanufacturer

'L' 3" x 3" x 3/16" THK w/3 -14" Ø SDS x 3" LONG SCREWS @POST w/ 3 -14" Ø SDS x 3" LONGSCREWS @ PLATE EA. SEDE

8"max.

8"max.

POST PER PLAN

A.B. orEPOXY ANCHORS

8"max.

LTP @ EA. SIDE

P.T. SILL PL.

'L' 3" x 3" x 3/16" THK w/3 -14" Ø SDS x 3" LONG SCREWS @POST w/ 3 -14" Ø SDS x 3" LONGSCREWS @ PLATE EA. SEDE

POST PER PLAN


P.T. SILL PL.

POST @ CONTIN. WALL

POST @ END WALL

A

B

'A35' EA. SIDE TYP. U.N.O.

8"max.

8"max.

POST PER PLAN

A.B. or EPOXY ANCHORS

8"max.

P.T. SILL PL.

POST PER PLAN


P.T. SILL PL.

POST @ CONTIN. WALL

POST @ END WALL

C

D

'A35' / 'LTP5' @ EA SIDE TYP. U.N.O.

POST @ SILL PLATE CONNECTION

ANCHOR BOLT PLATE WASHER DETAIL

LTP @ EA. SIDE

T&G ROOF DECKING,REF PLAN

ROOF PLYWOODSHEATHING, REF PLAN

INTERIOR STUDWALL, WHEREOCCURS

2-2x TOP PLWHERE OCCURS

SIMPSON 'A35'@ 12" oc EA. SIDE

4

22

23

5

13

25 15

26

27

28

30

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

1924 1429 DETAILDETAIL

18

NOTE:DIAPHRAGM FASTENERS MUST BEWOOD SCREWS #12 x 4" LONG



P:323.475.8075



P:323.475.8075



P:323.475.8075



P:323.475.8075

CHECKED

DRAWN

DATE

REVISIONS

NAC NO

© 2

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7 N

AC

in

c

nacarchitecture.com

02-12-2021

NC

A3.01

161-19032

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SD1.2

TYPICAL DETAILS

AutoCAD SHX Text


AutoCAD SHX Text

9

KEY NOTES

SECTION

CONCRETE FOOTING

SINGLE POUR

APPLICABLE SIMPSON

ENLARGE & DEEP AS

58"

DIAMODELNO.

SIMPSONEMBED

Le

MINHOLDOWN

DOUBLE POUR

EDGEMIN

ENDMIN

WHERE HOLDOWN OCCURDBL STUD OR POST DF#1

SEE FND PLAN

HOLDOWNSEE BELOW

f'cCONC

PSI de

MIN

'PAB' ANCHOR

REQ'D AT HOLDOWN ANCHOR

HD3B, HD5B

ANCHOR SCHEDULE (1)

(2)

F

SLAB ON GRADESEE PLAN

3000

3000

2F

MINPER TABLE BELOW

12"

16"

MIN

HD7B, HD9B78"

(3)

PAB5

PAB7

F=de

6"Le

PER

TA

BLE

DEE

P FT

G A

S

REQ

'D A

T A

NC

HO

R

PAB9

PAB10

118"

114"

3000

3000

21"

24"

8"

12"

14"

16"

12"

16"

21"

24"

21"

24"

HD12

HD19 HD19

12"

16"

ADDITIONAL NOTES:

HDU14HD12

HDU14

HDU8, HDU11HD7B, HD9B

HDU8, HDU11

HDU2, HDU4,HDU5HD3B, HD5B

HDU2, HDU4, HDU5

334" MIN EDGES

(1) SPECIAL INSPECTION IS REQUIRED FOR HOLDOWN INSTALLATIONS.(2) ENLARGE FOOTING END TO MEET THE MINIMUM ANCHORS ENDS.(3) FOR MORE INFORMATION REF TO SIMPSON SPECIFICATIONS.

1. FOR MORE INFORMATION SEE MANUFACTURER SPECIFICATIONS2. ALL FASTENERS AND ANCHORS BOLTS IN CONTACT W/PRESSURE TREATED SILL PLATE SHALL BECORROSIVE RESISTANT MATERIALS.3. HOLDOWN ANCHORS SHALL BE RETIGHTENS JUST PRIOR TO COVERING THE WALL FRAMING.4. BOLT HOLES SHALL BE 1/16" OVERSIZED AT THE CONNECTOR OF THE HOLDOWN TO THE POST.5. HOLDOWN CONNECTORS SHALL BE TORQUED AS REQUIRED BY MFG. CO.6. AS ALTERNATE TO SCHEDULE ABOVE:USE ALL THREADED ROD AS ANCHOR HOLDOWN ASFALLOW:

a. FOR ARCHORS 1"Ø OR LESS USE ASTM F1554 GRADE 36.b. FOR ARCHORS 1 1/8"Ø OR HIGHER USE ASTM F1554 GRADE 105 AND PROVIDE PLATE & WASHER 31

2 x 312 x 5/8

E.N.

PLYWOOD SHEATHING PERSHEAR WALL SCHEDULE

POST AT HOLDOWN REF PLAN

CONT. FTG REF PLAN

T.O.S.

EMBED.PER DET. 2

SD2.0

CONT. P.T. SILL PLATE REFPLAN AND SHEAR WALLSCHEDULE

SLAB ON GRADESEE FOUND PLAN.

HOLDOWN PER PLAN,HOLDOWN SCHEDULEAND DETAIL 2

SD2.0

NOTES:

EN

3" CLR

(2)-#4 CONT

24"

FTG

TH

ICKN

ESS

REF

PLA

N

FTG WIDTHREF PLAN

1/2" PLYWOOD WHEREOCCURS REF PLAN ANDSHEAR WALL SCHEDULE

STUD WALL REF PLAN

SLAB ON GRADE SEE FOUND. PLANAND DETAIL

TOP & BOT REINFPER SCHEDULE

1. CONSTRUCTION JOINT WHERE DOUBLE POUR OCCUR. OMITIF ONE CONCRETE POUR OCCURS.2. FOR MORE INFORMATION SEE FOUNDATION PLAN. AND SOILREPORT FOR GRADING GUIDELINE.3. IF FOOTING THICKNESS IS MORE THAN 30", ADD #5 @ 16" ocAT EACH FACE AT MID HEIGHT OF FTG

CONT. P.T. SILL PLATEREF PLAN AND SHEARWALL SCHEDULE

CU

RB

AT

INTE

RIO

RR

EF A

RC

H

DOWELS TO MATCH SIZE &SPACING OF SLABREINFORCEMENT

CU

RB

SEE

AR

CH

.


2-#4 CONT.

STUD WALL REF PLAN

1/2" PLYWOOD REFPLAN AND SHEARWALL SCHEDULE

SLAB ON GRADE SEEFOUND PLAN FORBASE SEE SOIL REPORT

E.N.

CONT WALL FTG REFFOUND PLAN ANDSCHEDULE FOR SIZEAND REINFORCING

A

2x BLK'G AT MID-HEIGHT, MIN.REF SHEAR WALL SCHEDULE

DEP

RESS

ED S

LAB

REF

ARC

H

FINISH AT DEPRESSEDSLABS

BEND SLAB REINFAT DEPRESSEDSLAB PER

STUD WALL REF PLAN

1/2" PLYWOOD REFPLAN AND SHEARWALL SCHEDULE

CU

RB

SEE

AR

CH

.


E.N.

SLAB ON GRADE SEEFOUND PLAN. FORBASE SEE SOIL REPORT

8SD1.0

B


EXTERIOR SLAB ORPAVING WHEREOCCURS, REF ARCH

EXPANSION JOINTW/SEALANT SEE ARCH

ROUGHEN SURFACE(CONSTRUCTION JOINT)SEE NOTE 1 BELOW

12" m

in.

U.N

.O.

9"A

.B. E

MBE

D

1SD1.0

#4 @ 16" ocVERT AT CURB

#4 @ 16" ocVERTAT CURB

T.O.S.

T.O.S.

NOTES:

FOR BALANCE OFINFORMATION REF

OF COL. WALLand FTG


COMPACTED FILL ORNATURAL SOIL

SUB-BASE SEE PLAN

CU

RB

AT

EXTE

RIO

RR

EF A

RC

H

12" m

in.

U.N

.O.

T.O.FTG

T.O.S

V.I.

F.

16"

CURB THICKNESS TO MATCHSILL PLATE. (6" MIN)

2" CLR

T.O.S

T.O.FTG

WALL BEYOND,WHERE OCCURS

SLAB ON GRADESEE FOUND. PLANAND DETAIL


EXTERIOR SLAB ORPAVING WHEREOCCURS, REF ARCH

12" m

in.

U.N

.O.

1SD1.0

12" m

in.

U.N

.O.

T.O.FTG

T.O.S

T.O.FTG

SLOPE,REF ARCH

1/2" PLYWOOD REF PLANAND SHEAR WALL SCHEDULE

STUD WALL REF PLAN

4x6 SILL PLATE w/A35 AT T&B, EA. END

EN

SEE

AR

CH

FOR ADDITIONALINFORMATION REF DETAIL

NOTE:

4SD2.0

WINDOW, REF ARCH.

COLUMN FOOTING, SEE PLAN

3" TYP. C

OLU

MN

FO

OTI

NG

,

SEE

PLA

N

SLAB ON GRADEREF. PLAN

BASE PLATE ANDANCHOR BOLTS REF 4

SD1.1

CL OF COL. & FTG

WALL FRAMING BEYOND

COLUMN, SEE PLAN

EXPANSION JOINTW/SEALANT SEE ARCH

SLAB OR PAVINGWHERE OCCURS

DOWELS REF4

SD2.0

PAD FTG REF. PLAN& FOUNDATIONSCHEDULE

EMBE

D'T

COLUMN FOOTING, SEE PLAN

3" TYP. C

OLU

MN

FO

OTI

NG

,

SEE

PLA

N

SLAB ON GRADEREF. PLAN

BASE PLATE ANDANCHOR BOLTS REF 4

SD1.1

CL OF COL. & FTG

WALL FRAMING BEYOND

COLUMN, SEE PLAN

DOWELS REF4

SD2.0

PAD FTG REF. PLAN &FOUNDATION SCHED.

EMBE

D'T

ROUGHEN SURFACE

ROUGHEN SURFACE

3" C

LR.

CONT. FTGREF PLAN

±12"

U.N

.O.

FTG

TH

ICKN

ESS

REF

PLA

N

CONT WALL FTG REF FOUNDPLAN AND SCHEDULE FORSIZE AND REINFORCING


24"

36"

#4 DOWELS TO MATCHCONC. SLAB REINF. BENTALTERNATE BARS

FOR MOREINFORMATION REF

A-

24"

3" C

LR.

CONT. FTGREF PLAN

36"

±12"

U.N

.O.

CONT.P.T. SILL PLATE REFPLAN AND SHEAR WALLSCHEDULE

#4 DOWELS TO MATCHCONC. SLAB REINF. BENTALTERNATE BARS


FTG

TH

ICKN

ESS

REF

PLA

N

CONT WALL FTG REF FOUNDPLAN AND SCHEDULE FORSIZE AND REINFORCING

T.O.S.

C

4"

V.I.F.


WALL BEYOND,WHERE OCCURS

FOR ADDITIONAL INFORMATIONREF DETAILS

NOTE:

5SD2.0

1/2" PLYWOODSTUD WALLREF PLAN

CONT. P.T. SILL PLATE w/5/8"Ø A.B. w/ 9" EMBED@ 32" oc

CURB REF ARCHAND 8

SD1.0

3" CLR

5SD2.0

ADD #4 CONT.

#4 CONT.

TYPICAL HOLDOWN INSTALLATION

DETAIL

INTERIOR WALL FOOTING DETAIL SECTION @ INTERIOR WALL w/ HOLDOWN

CONTIN. WALL FOOTING AT OPENING

BULKHEAD DETAIL

EXTERIOR PAD FOOTING DETAIL

INTERIOR PAD FOOTING DETAIL CONTIN. WALL FOOTING DETAIL 4

21

22

23

5

13

2025 1015

26

27

28

30 DETAILDETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

91924 1429 DETAILDETAILDETAIL

2712

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SD2.0

TYPICAL DETAILS

AutoCAD SHX Text

2

AutoCAD SHX Text

SD2.0

AutoCAD SHX Text

12

AutoCAD SHX Text

SD2.0

AutoCAD SHX Text

OF COL. WALL

AutoCAD SHX Text

EN

AutoCAD SHX Text


4

6

8

11

12

16

18

19

21

1

5

9

13

2025 10

14

15

26

29

30

WF BEAM TO HSS COLUMN CONNECTION

RIDGE BEAM DETAIL

COLUMN TO BEAM DETAIL

TOP PLATE DETAIL

ROOF DETAIL AT CANTILEVER

ROOF WD BEAM TO WD COL AT WINDOWS DETAIL

EXTERIOR SHEAR WALL DETAIL AT WD BM / WD COL.

ROOF BEAM DETAIL

WF HEADER DETAIL/ELEVATION VIEW

GUTTER DETAIL

ROOF DETAIL AT NON-BEARING EXTERIOR WALL

DETAIL

INTERIOR SHEAR WALL DETAIL

DETAIL

DETAIL

tTYP. STIFFENER PLATE

EACH SIDE SHALL BESAME THICKNESSAS BEAM WEBWITH 1/4" min.

1/8"

STIFFENER PLATE SCEDULE

PLATE THICKNESS

1/4"3/8"1/2"3/4"OVER 3/4"

WELDING THICKNESS 't'

3/16"3/16"1/4"1/4"5/16"

E.N. STAGG.

SHEATHING, WHERE OCCURS

NOTES:1. NAILERS SHALL MATCH THE FLANGE WIDTH AND SHALL BE CONT. FOR THEENTIRE LENGTH OF BEAM.2. RELIEVE BEARING SIDE OF NAILER TO ALLOW SOLID FLUSH BEARINGAROUND STUD WELD.3. WELDED STUDS SHALL BE 5/8"Ø THREADED STUDS @ 24" O.C. TYP., U.N.O. ONPLAN. (MAX. DISTANCE TO END OF BM. = 1'-0") CENTERED ON BEAM ASSHOWN. COUNTERBORE NAILER FOR FLUSH PLYWOOD CONTACT.4. SHAPE NAILERS AS SHOWN WHERE SHEATHING SLOPES ARE 1/4" PER FT. ORGREATER.

TYPICAL WEB STIFFENER


ROOF BEAM, REF PLAN

1/4"Ø SDS SCREW x 5"LONG @ 8" oc, TYP

3x BLKG x 7'-0" (±)LONG (BETWEEN ROOFBEAMS), TYP.

SIMPSON HB-HANGER,TYP

WF BEAMREF ROOF PLAN

WOOD POSTREF PLAN

ROOF BEAM, REF PLAN


BOUNDARY FASTENERS , TYP.

NAILER TOP & BOT PER(PROVIDE FILLER ASNEED AT TOP NAILER)

WF BEAMREF PLAN

4x NAILER MIN,U.N.O.

4x NAILER MIN,U.N.O.WELDED STUD

WELDED STUD

2

TYPICAL STEEL BEAM NAILER DETAIL

SLOPEREF ARCH SLOPEREF ARCH

SLOPEREF ARCH

11"

7"

11x7x3/16 FABRICATED U-PLATE w/(16)-1/4"Ø x 21

2" LONG SDS SCREWS

9x3x3/16 PLATE w/(14)-1/4"Ø x 21

2" LONG SDS SCREWS

3"

9" M

INTYP.

WOOD BEAM TO WOOD POST

HSS COLUMNREF PLAN

ROOF BEAM, REF PLAN

SLOPEREF ARCH

11"

7"

11x7x3/16 FABRICATED U-PLATE w/(16)-1/4"Ø x 21

2" LONG SDS SCREWS

3/16TYP.

WOOD BEAM TO HSS COLUMN

A

B

A

A

A-A

B

B

B-B

ROOF BEAM, REF PLAN

CONT.HORIZ. STRAPREF PLAN

CONT.HORIZ. STRAPREF PLAN

ROOF BEAM,REF PLAN

CONT. HORIZ. STRAP REF PLAN

ROOF BM/BLKG, REF PLAN w/:A35 AT EA. SIDE, EA. END,LTP5 AT EA. SIDE, EA. END,L3 x 3 x 316 x 5" LONG w/(5)-1/4"Ø SDS x 21

2" LONGAT EA. FACE

OPENING, REF ARCH

WOOD POST REF PLANFOR COLUMN TO BEAMCONN. REF

4x6 FLAT SILL PLATE, TYP, U.N.O.w/ A35 T&B AT EA. END

STUD WALL, REF PLAN

ROOF BEAM, REF PLAN

ROOF BM/BLKG, REF PLAN

OPENING, REF ARCH

WOOD POST REF PLAN

STUD WALL,REF PLAN

MSTA24

2x6 FLAT BLKGAT STRAP LOCATION

TOP PLATESREF

ROOF BEAM, REF PLAN

POST/COLUMN REF PLANFOR COLUMN TO BEAMCONN. REF

STUD WALL, REF PLAN

2-2x TOP PLATES

1/2" PLYWOOD REF SHEARWALL PLAN AND SCHEDULE

1/2" PLYWOOD REF SHEARWALL PLAN AND SCHEDULE

HSS COLUMNREF PLAN

WF BEAM REF PLAN

SHEAR PLATE1/2"

1/41/4

TYP

B' B'

SHEAR PLATE

SECTION A'-A'

A' A'

HSS COLUMNREF PLAN

WF BEAM REF PLAN

3/8" THK SHEAR PLATEw/ (4) 7/8" Ø A325-N BOLTS

1"TYP

3" 2"

5"

41 2"3" TY

P2"2"

1/4" WELDEDCAP PLATE

1/41/4

TYP

1/4

1/4TYP

SLOT IN COL C.L. FORPLATE TO PASS THRU

WF BEAM REF PLAN

B B

SHEAR PLATE

PLAN VIEW B-B

SECTION A-A

A A

PLAN VIEW B'-B'

ROOF BM/BLKG, REF PLAN w/:A35 AT EA. SIDE, EA. END,L3 x 3 x 316 x 5" LONG w/(5)-1/4"Ø SDS x 21

2" LONGAT WOOD MEMBER, REF

HSS COLUMN REF PLANFOR COLUMN TO BEAM CONN. REFNOTE:PROVIDE NAILER PERAS REQUIRED, REF ARCH

4x6 FLAT SILL PLATE, TYP, U.N.O. w/L3 x 3 (SEE ABOVE)

STUD WALL, REF PLAN

5"

1" 34"3 4"3

4"3 4" 1"

A-A

21 4"TY

P

NOTE:FOR BALANCE OFINFO REF

HSS COLUMNREF PLAN

WF HEADER REF PLAN

3/8" THK SHEAR PLATEw/ (2) 3/4" Ø A325-N BOLTS

31 2"

3"11 2"

SLOT IN COL C.L. FOR PLATE TO PASS THRU

WF HEADER TO HSS COLUMN CONN'N

3/16

TYP

L3 x 3 x 1/4 x 5" LONG T&B, TYP

L TO HSSTYP.

L TO WFTYP.

NAILER AS REQ'D4x MIN, U.N.O. REF ARCH.

NOTE:PROVIDE NAILERS AS REQUIRED(REF ARCHITECTURAL DRAWINGS)AND PER DETAILS

TYP NAILER ON COLUMN

NOTE:PROVIDE 6" MAX. FROM END OF WOOD NAILER TO ℄ OF STUD BOLT, TYP.

NOTE:PROVIDE NAILERSPER DETAIL

NOTE:PROVIDE NAILERS ASREQUIRED (REFARCHITECTURAL DRAWINGS)AND PER DETAILS





(2)-#12 X 4" LONG SDS SCREWS(2)-#12 SDS SCREWS

ROOF BEAM,REF PLAN



REF PLANCANTILEVER

REF ARCH PLAN4'-0" MAX

2x T&G CONT.

EXTERIOR STUDWALL, WHEREOCCURS, REF PLAN


(4)-#12 X 4" LONG SDSSCREWS



EXTERIOR STUDWALL, WHEREOCCURS


ROOF PLYWOOD SHEATHING, REF PLANT&G ROOF DECKING, REF PLAN

ROOF BEAM,REF PLAN

CONT. HORIZ. STRAP REF PLAN

ROOF PLYWOOD SHEATHING, REF PLANT&G ROOF DECKING, REF PLAN




ROOF BEAM, BEYONDREF PLAN



EXTERIOR STUDWALL, REF PLAN

2x CONT

3x CONT SHAVEDAS NEEDED

11 2"M

IN V.I.

F.11 2"

MIN

NOTE:FOR TYPICAL TOP PLATE LAP SPLICEDETAIL REF


HSS COLUMN REF PLAN

1/2" PLYWOOD REFSHEAR WALL PLANAND SCHEDULE

TOP PLATESREF

NAILER AS NEEDED

(2)-#12 X 4" LONG SDS SCREWS@ 12" oc


WF HEADER REF PLAN

SIMPSON 'A35'@ 12" oc EA. SIDE

FOR FINISHESREF ARCH



INTERIOR STUDWALL, WHEREOCCURS


(2)-#12 X 4" LONG SDS SCREWS@ 12" oc

SIMPSON 'A35'@ 12" oc

1/2" PLYWOOD REF PLANAND SHEAR WALL SCHEDULE

E.N.

STEEL COL. PER PLAN

E.N.

3x OR 4x NAILER w/ 5/8" ØWELDED STUD ANCHOR (NELSON TYPE)@ 16" o.c. @ SHEARWALLS@ 32" o.c. @ NON-SHEAR WALL CONDITION

END OF BOLTFLASH w/ NAILER

1" max.COUNTERSINK

STANDARD WASHER

BOLT

DIA

.+1

/16"2x NAILER w/ 5/8" Ø

WELDED STUD ANCHOR (NELSON TYPE)@ 16" o.c. @ SHEARWALLS@ 32" o.c. @ NON-SHEAR WALL CONDITION

MA

TCH

TYP.

STUD

WID

TH

2x TRIMMER(WHERE REQUIRED)

STIFFENER REFSTIFFENERREF

1/41/4

TYPSHEAR PLATE

A A

PLAN VIEW B'-B'

B B

SECTION A-A

ROOF WD BM TO WD COL AT SHEAR WALL AND WINDOWDETAIL

16d NAILS @ 12"ocAT EA. SIDE

112 x 14 LVL

FACIA (VERIFY w/ ARCH)

ROOF BEAM, REF PLAN.END OF BEAM SHAPEDAS NEEDED REF ARCH.

(2)-1/4" Ø SDS SCREWS AT EA.GLB/ROOF BEAM x 3" EMBEDMENT

EMBED'T

1/4" Ø SDS SCREW @ 12" ocx 3" EMBEDMENT

4x4 FACIA SUPPORT w/1/4" Ø SDS SCREWx 3" EMBEDMENT AT EA.ROOF BEAM

SIMPSON 'A35 @' @ 24" ocw/ #6 SCREWS x 1" LONGAT DECKING



ROOF INSULATIONREF ARCH

ROOF FACIA DETAIL

HSS COLUMNREF PLAN

WF BEAM REF PLAN

5/8" THK PLATEw/ (4) 3/4" Ø ASTM A325-NBOLTS

WF BEAM REF PLAN

B B

PLAN VIEW B-B

SECTION A-A

A A

3" 2"

STIFFENERREF

TYP TYP

WF BEAM TO HSS COLUMN CONNECTION

1/4TYP

MST48WELDED TOPLATE

38" THK STEEL PL w/ (4)-1/2"Ø

WELDED STUDS

AA

1/8TYP

3"TYP.

WF BEAMREF ROOF PLAN

3/8" THICK 'U' SHAPEDGALVANIZED STEELBENT PLATE GUTTER(TAPERED) REF ARCH

TYP1/4

VA

RIES

REF

ARC

H



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Mar 19, 2021 - 10:51am - USER NatellaU:\19-324 Conservation Corps Long Beach (CCLB) - One story bldg\1. STRUCTURAL DRAWINGS\Structural Details CAD\SD3.0_STRUCTURAL DETAILS.dwg

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SD3.0

TYPICAL DETAILS

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