Q: 6 013920 STRNON CADSUBMITTALS 6-08-05 100% CD …whhnfs.com/docs/06 Structural.pdf ·...

2. SITE PREPARATION/SOIL REMEDIATION

2.1 SOIL DATA

ALLOWABLE SOIL PRESSURE 3500 PSF. ALLOW 33-1/3% INCREASE FOR LOADSFROM WIND OR SEISMIC ORIGIN. SEE GEOTECHNICAL ENGINEERING REPORT BYGEO ENGINEERS DATED JULY 15, 2016. SEE GEOTECH REPORT FOR ALL SUBGRADEPREPARATION REQUIREMENTS AS WELL AS CAPILLARY BREAK AND VAPORBARRIER RECOMMENDATIONS.

2.2 EXCAVATION

EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL.OVER-EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE (f' c=500-1200PSI) OR STRUCTURAL FILL AT THE CONTRACTOR'S EXPENSE. EXERCISEEXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES,TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEEDWITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ARCHITECT.A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTINGEXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENTOF REINFORCING STEEL. PROVIDE DRAINAGE AS NECESSARY TO AVOIDWATER-SOFTENED SUBGRADE.

2.3 FILL, BACKFILL AND COMPACTION

BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OFALL MATERIAL SUBJECT TO ROT OR CORROSION. ALL FILL PLACED AGAINSTRETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULARMATERIAL. STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULARPLACED IN 6-INCH LIFTS AND COMPACTED TO AT LEAST 95% OF ITS MAXIMUMDRY DENSITY AS DETERMINED BY ASTM D-1557 (MOD PROCTOR). PEA GRAVELFILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 3/8" DIAMETER.

3. STRUCTURAL CONCRETE

3.1 GENERAL

ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THEREQUIREMENTS OF ACI-301, "SPECIFICATIONS FOR STRUCTURAL CONCRETEFOR BUILDINGS." PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIXSHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301.PLACE CONCRETE PER ACI-304 AND CONFORM TO ACI-604 (306) FOR WINTERCONCRETING AND ACI-605 (305) FOR HOT WEATHER CONCRETING. USEINTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DONOT OVER-VIBRATE. CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEENCONSTRUCTION OR CONTROL JOINTS. PROTECT ALL CONCRETE FROMPREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVENDAYS AFTER PLACING.

3.2 STRENGTH

TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS:

SLABS ON GRADE 4000 PSI

FOOTINGS 3000 PSI

VERTICALLY FORMED WALLS 4000 PSI

CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 5.3 OF ACI 318.

3.3 MATERIALS

3.3.1 CEMENT: ASTM C150, TYPE I OR TYPE II. ENGINEER'S APPROVAL ISNEEDED FOR USE OF TYPE III CEMENT.

3.3.2 COARSE AND FINE AGGREGATE: ASTM C33.

3.3.3 WATER SHALL BE CLEAN AND POTABLE.

3.3.4 FLYASH: ASTM C618 CLASS C (CLASS F SHALL BE ALLOWED IFPERMITTED BY THE STRUCTURAL ENGINEER)

3.3.5 GROUND GRANULATED BLAST FURNACE SLAG (GGBFS): ASTM C989GRADE 100 OR 120. GGBFS SHALL NOT BE PERMITTED UNLESSREVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER. MIXDESIGNS SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGETEST RESULTS AT 28 DAYS.

3.4 ADMIXTURES

3.4.1 WATER REDUCING ADMIXTURE: ASTM C494. ADMIXTURES SHALL BEUSED IN EXACT ACCORDANCE WITH MANUFACTURER'SINSTRUCTIONS.

3.4.2 WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILYCONGESTED AREAS (I.E. CONCRETE BEAMS, COLUMNS AND WALLSWITH REINFORCING SPACING OF 4" OR LESS)

3.4.3 CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETEMAY BE USED SUBJECT TO ENGINEER'S APPROVAL.

3.4.4 AIR ENTRAINMENT: ASTM C260 AND ASTM C494 ENTRAIN 5% PLUS/MINUS1.5% BY VOLUME IN ALL CONCRETE EXPOSED TO WEATHER.

3.4.5 NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THEENGINEER.

3.10 FORMWORK AND SHORING

3.10.1 FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK(ACI-347).

3.11 REINFORCING STEEL:

3.11.1 DETAIL, FABRICATE, AND PLACE PER ACI-315 AND ACI-318. SUPPORTREINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES.

3.11.2 DEFORMED BAR REINFORCEMENT: ASTM A615 GR 60

3.11.3 WELDABLE DEFORMED BAR REINFORCEMENT: ASTM A706 GR 60 WHERENOTED ON STRUCTURAL DRAWINGS

3.11.5 WELDED WIRE FABRIC: ASTM A-185 & ASTM A-82 Fy=65 KSI

3.11.6 DEFORMED BAR ANCHORS: ASTM A-496

3.11.8 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, ALL CONCRETEREINFORCEMENT SHALL BE LAP-SPLICED AS FOLLOWS:

#6 AND SMALLER 48 X BAR DIAMETER#7 AND LARGER 56 X BAR DIAMETER

NO MORE THAN 50% HORIZONTAL OR VERTICAL BARS SHALL BESPLICED AT ONE LOCATION

3.11.10 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, PROVIDE CORNERBARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTALREINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT ASFOLLOWS:

#6 AND SMALLER 48 X BAR DIAMETER#7 AND LARGER 56 X BAR DIAMETER

THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS ANDINTERSECTIONS IN CONCRETE FOOTINGS AND WALLS.

3.11.12 LAP WELDED WIRE FABRIC 12" OR ONE SPACING PLUS 2", WHICHEVER ISMORE.

3.12 CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS (UNLESS SHOWNOTHERWISE):

BOTTOM OF FOOTINGS 3"FORMED EARTH FACE AND SLAB ON GRADE 2"WALLS, WEATHER FACE 1-1/2"WALLS, INSIDE FACE 1"

3.13 CONSTRUCTION AND CONTROL JOINTS

3.13.1 UNLESS NOTED OTHERWISE, LOCATION OF THE CONSTRUCTION ORCONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEED THEDISTANCES NOTED BELOW. JOINTS SHALL BE LOCATED ON COLUMNGRIDS OR UNDER PERMANENT PARTITIONS TO THE GREATESTEXTENT POSSIBLE. ADDITIONAL JOINTS SHALL BE REQUIRED ATREENTRANT CORNERS AND CORNERS OF SLAB DEPRESSIONS ORPENETRATIONS. SEE ARCHITECTURAL DRAWINGS FOR JOINT LAYOUTAT EXPOSED CONCRETE CONDITIONS. PROVIDE JOINT SEALANT PERSPECIFICATIONS - INSTALL PER MANUFACTURERRECOMMENDATIONS.

4" SLAB ON GRADE 12'-0" O.C.5" SLAB ON GRADE 15'-0" O.C.6" SLAB ON GRADE 18'-0" O.C.

3.14 CONDUIT AND PIPING EMBEDDED IN CONCRETE

3.14.1 ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON GRADE,BUT PLACED BELOW THE SLAB IN THE SUB-BASE.

3.15 GROUT FOR BEARING PLATES

THE NON-SHRINK GROUT SHALL MEET ASTM C1107 GRADE B OR EQUIVALENT(MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT). GROUT SHALL BE APRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT,MIXED, PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER.COMPRESSIVE STRENGTH SHALL EXCEED 6000 PSI AT 28 DAYS.

1. STRUCTURAL NOTES

1.1 ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESENOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECTAND THE STRUCTURAL ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCYIN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OFSUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THECONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALLDRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THECONTRACTOR IS RESPONSIBLE FOR ALL ERECTION BRACING, FORMWORK ANDTEMPORARY CONSTRUCTION SHORING.

1.2 BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THECONTRACTOR WARRANTS THAT:

1.2.1 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE(INCLUDING AGENTS AND SUPPLIERS) HAVE CAREFULLY ANDTHOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTESAND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIESAND SUFFICIENT FOR THE PURPOSE INTENDED.

1.2.2 THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE WORKAND THAT FROM HIS OWN INVESTIGATIONS, HE HAS SATISFIEDHIMSELF AS TO THE NATURE AND LOCATION OF THE WORK, AS TOTHE CHARACTER QUALITY, AND QUANTITIES OF MATERIAL ANDDIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OFEQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCEOF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS,AND OTHER ITEMS WHICH MAY IN ANY AFFECT THE WORK OR ITSPERFORMANCE.

1.2.3 THE CONTRACTOR AND ALL WORKERS HE INTENDS TO USE ARE SKILLEDAND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTEDBY THE DRAWINGS AND DOCUMENTS BID UPON.

1.2.4 NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS,INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE RELIED UPONANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED ORUNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS,INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BIDFIGURES.

1.2.5 THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDEREQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THEAISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDING ANDBRIDGES", AS WELL AS CASE DOCUMENT 962-D "A GUIDELINEADDRESSING COORDINATION AND COMPLETENESS OF STRUCTURALCONSTRUCTION DOCUMENTS"

1.2.6 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE AREAWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION AMONGARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL ANDOTHER TRADE DRAWINGS IS REQUIRED.

1.2.7 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USESHALL RECOGNIZE THAT THE PROJECT CONTRACT DOCUMENTSINCLUDE THE ARCHITECTURAL, STRUCTURAL, MECHANICAL ANDELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS.

1.2.8 THE CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THATCLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THECONTRACT DOCUMENTS IS NECESSARY. ELEMENTS THAT WILLREQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE (BUTARE NOT LIMITED TO):

A. VERIFICATION OF ALL DIMENSIONS INDICATED ON THEARCHITECTURAL AND STRUCTURAL DRAWINGS

B. DETERMINATION OF ALL COLUMN LOCATIONS

C. DETERMINATION OF TOP OF FLOOR, WALL PLATEAND/OR TOP OF BEAM ELEVATIONS

D. DETERMINATION OF TOP OF FOOTING ELEVATIONS AND FOOTINGSTEP LOCATIONS

E. MECHANICAL/ELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS

F. LOCATION AND SIZE OF ALL MECHANICAL/ ELECTRICALPENETRATIONS THROUGH WALLS AND FLOORS/ ROOFS

G. COORDINATION WITH DESIGNERS/ SUPPLIERS OFPRE-ENGINEERED COMPONENTS (JOISTS, TRUSSES, STAIRS, ETC.)

1.2.9 THE CONTRACTOR ACKNOWLEDGES THAT TEMPORARY SHORINGAND/OR BRACING MAY BE REQUIRED TO COMPLETE THE PROJECT.DESIGN AND IMPLEMENTATION OF TEMPORARY SHORING AND/ORBRACING DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OFTHE CONTRACTOR.

1.2.10 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USESHALL MAKE CONSIDERATION FOR, AND INCLUDE MONIES FOR THEABOVE IN THE PREPARATION OF THEIR BIDS.

1.2.11 THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL ANDSTRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTEDABOVE.

1.2.12 ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS (PDF'S, CADDRAWINGS OR BIM MODELS) MAY BE PROVIDED TO THECONTRACTOR FOR THEIR USE. THESE FILES MAY BE PROVIDED ATTHE REQUEST OF THE CONTRACTOR FOR THEIR CONVENIENCEONLY. THE CONTRACTOR AGREES THAT THESE FILES SHALL NOTSUPERCEDE INFORMATION SHOWN ON THE ORIGINAL BID/CONSTRUCTION DOCUMENTS. THE CONTRACTOR AGREES TO HOLDTHE STRUCTURAL ENGINEER HARMLESS FOR ANY ERRORS ORDISCREPANCIES CONTAINED WITHIN THESE ELECTRONIC FILES.

1.2.13 THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTIONCONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN ORVERBAL REPRESENTATIONS.

1.4 CODES

1.4.1 ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED ANDADOPTED BY THE LOCAL BUILDING AUTHORITY.

1.4.2 ALL REFERENCES TO OTHER CODES, STANDARDS AND SPECIFICATIONS,(ACI, ASTM, ETC.), SHALL BE FOR THE EDITION CURRENTLYREFERENCED BY IBC AS AMENDED AND ADOPTED BY THE LOCALBUILDING AUTHORITY.

1.4.4 ALTERATIONS TO EXISTING BUILDINGS SHALL CONFORM TO THE 2015INTERNATIONAL EXISTING BUILDING CODE (IEBC) AS AMENDED ANDADOPTED BY THE LOCAL BUILDING AUTHORITY.

1.5.2 UNIFORM LOADS:

_____________________________________________________________________

LOCATION LIVE LOAD DEAD LOAD_____________________________________________________________________

ROOF 25 PSF (SNOW*) ACTUAL

125 PSF ACTUALSLAB ON GRADE

* THIS IS NOT A GROUND SNOW LOAD

_____________________________________________________________________

1.5.3 SNOW LOADS PER IBC SECTION 1608 AND CHAPTER 7 OF ASCE 7:

GROUND SNOW LOAD (Pg ): 20 PSFFLAT ROOF SNOW LOAD (Pf ): 14 PSFSNOW EXPOSURE FACTOR (Ce ): 1.0SNOW IMPORTANCE FACTOR (Is ): 1.0THERMAL FACTOR (Ct ): 1.0

1.5.4 CONCENTRATED LOADS: ALL MANUFACTURERS OF PRE-ENGINEEREDCOMPONENTS OR SYSTEMS SHALL LOCATE, COORDINATE, VERIFYWEIGHTS, ETC., OF MECHANICAL UNITS OR OTHER CONCENTRATEDLOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS.

1.5.6 WIND LOADS (PER IBC SECTION 1609 AND ASCE 7 CHAPTERS 26 THRU 30):

ULTIMATE DESIGN WIND SPEED (Vult): 110 MPH

RISK CATEGORY II

WIND EXPOSURE: B

APPLICABLE INTERNALPRESSURE COEFFICIENT: +/-0.18

ENCLOSED STRUCTURE

TOPOGRAPHIC FACTOR (K zt ) 1.0

COMPONENTS AND CLADDING: ULTIMATE DESIGN WIND PRESSURES TO BEUSED FOR THE DESIGN OF EXTERIOR COMPONENT AND CLADDINGMATERIALS IS AS FOLLOWS:

ZONE:1 +16/-19.9 PSF (10 SQ FT)ZONE:2 +16/-34.7 PSF (10 SQ FT)ZONE:3 +16/-51.3 PSF (10 SQ FT)ZONE:4 +21.8/-23.6 PSF (10 SQ FT)ZONE:5 +21.8/-29.1 PSF (10 SQ FT)

1.5.7 SEISMIC LOADS (PER IBC SECTION 1613 AND ASCE 7 CHAPTERS 11 THRU 13):

RISK CATEGORY: II

SEISMIC IMPORTANCE FACTOR (Ie ): 1.0

Ss : 1.249

S1 : 0.483

SITE CLASS: D

SDS : 0.833

SD1 : 0.488

SEISMIC DESIGN CATEGORY: D

DESIGN BASE SHEAR: 0.131W

SEISMIC RESPONSE COEFFICIENT (CS ): 0.131

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

PROCEDURE_____________________________________________________________________

SEISMIC FORCE- RESPONSE OVERSTRENGTHRESISTING SYSTEM MODIFICATION FACTOR, Ω 0

COEFFICIENT, R_____________________________________________________________________

A. BEARING WALL SYSTEMS :

15. LIGHT-FRAME (WOOD) WALLSSHEATHED WITH WOOD STRUCTURALPANELS RATED FOR SHEARRESISTANCE 6 1/2 2 1/2

NOTE: TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN ACCORDANCEWITH ASCE 7 TABLE 12.2-1 FOOTNOTE G FOR STRUCTURES WITH FLEXIBLEDIAPHRAGMS._____________________________________________________________________

1.6 STATEMENT OF SPECIAL INSPECTIONS

SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET S0.2

1.7 SHOP DRAWINGS

1.7.1 SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR THEFOLLOWING:

A. CONCRETE MIX DESIGN SUBMITTALS

B. REINFORCING STEEL

E. GLUED-LAMINATED/PARALLAM/LSL MEMBERS

F. PRE-ENGINEERED WOOD TRUSSES

1.7.3 SHOP DRAWING REVIEW NOTES

A. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FORGENERAL CONFORMANCE WITH THE PROJECT CONSTRUCTIONDOCUMENTS (PLANS AND SPECIFICATIONS).

B. ENGINEER OF RECORD REVIEW OF SHOP DRAWINGS SHALL NOTRELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITYFOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITHTHE PROJECT REQUIREMENTS.

C. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OFRECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THEENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALLPROJECT REQUIREMENTS.

D. CONCURRENT SHOP DRAWING REVIEW SHALL ONLY BEPERMITTED IF APPROVED BY THE ARCHITECT/ENGINEER OFRECORD PRIOR TO THE START OF SHOP DRAWING REVIEW.

1.8 MISCELLANEOUS

1.8.1 VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD.

1.8.2 VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS, ROOFAND WALLS WITH ARCHITECTURAL, MECHANICAL AND ELECTRICALDRAWINGS.

1.8.3 CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGSSHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT ASAPPROVED BY THE ARCHITECT/ ENGINEER.

1.8.4 SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FORDIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED ORSHOWN ON STRUCTURAL PLANS.

1.8.5 SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FORLOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICALEQUIPMENT INCLUDING HOUSEKEEPING PADS.

1.8.6 FOR PIPES, CONDUITS, DUCTS AND MECHANICAL EQUIPMENTSUPPORTED OR BRACED FROM STRUCTURE: CONFORM TO SHEETMETAL AND AIR CONDITIONING CONTRACTORS NATIONALASSOCIATION, INC., PUBLICATION "APPENDIX E: SEISMIC RESTRAINTMANUAL GUIDELINES FOR MECHANICAL SYSTEMS." ALL BRACINGAND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL(SHL) B. SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPAPAMPHLET 13.

1.8.7 THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIREDVERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALLSTRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THESTRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OFTHE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT ISNOT LIMITED TO JOB SITE SAFETY: ERECTION MEANS, METHODS,AND SEQUENCES; TEMPORARY SHORING, FORMWORK, AND BRACING;USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. WHERESHORING IS REQUIRED, A SHORING PLAN, STAMPED BY A LICENSEDPROFESSIONAL/STRUCTURAL ENGINEER SHALL BE SUBMITTED TOTHE ENGINEER FOR APPROVAL.

5. METALS

5.1 STRUCTURAL STEEL GENERAL REQUIREMENTS

5.1.1 ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TOAISC 360-10 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”,AISC 341-10 “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”AND AISC 303-10 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGSAND BRIDGES” EXCEPT AS AMENDED BY SECTION 1.1 OF THESESTRUCTURAL NOTES.

5.2 STRUCTURAL STEEL

5.2.1 STEEL W SHAPES SHALL BE ASTM A992 Fy=50 KSI. OTHER SHAPES AND PLATESSHALL BE ASTM A36 Fy=36 KSI.

5.2.2 STEEL PIPE SECTIONS (PIPE) SHALL BE ASTM A53 TYPE E OR S, GRADE B, Fy=35 KSI.

5.2.3 RECTANGULAR AND ROUND HOLLOW STEEL SECTIONS (HSS) OR TUBE STEELSECTIONS (TS) SHALL BE ASTM A500, GRADE B, Fy=46 KSI (Fy=42 KSI FOR ROUNDSECTIONS)

5.2.4 MACHINE BOLTS

A. MACHINE BOLTS NOT SPECIFIED AS HIGH STRENGTH SHALL BE ASTM A-307.

B. HIGH STRENGTH BOLTS SHALL BE ASTM A-325 AND ASTM A-490 ASINDICATED ON STRUCTURAL DRAWINGS. ALL BOLTS SHALL BECONSIDERED BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE(CONNECTION TYPE N) UNLESS NOTED OTHERWISE. ALL HIGH STRENGTHBOLTED CONNECTIONS SHALL BE INSTALLED WITH NUTS CONFORMING TOASTM A563 AND HARDENED WASHERS CONFORMING TO ASTM F436

E. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED PER THESPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490BOLTS (LATEST EDITION) BY THE RESEARCH COUNCIL ON STRUCTURALCONNECTIONS (WWW.BOLTCOUNCIL.ORG).

5.2.5 STEEL ANCHORAGE ELEMENTS:

A. THREADED RODS SHALL BE ALL-THREAD. (Fy =36 KSI) U.N.O.

D. EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THEFOLLOWING TABLE. ANCHORS IN CONCRETE SHALL HAVE BEENTESTED IN ACCORDANCE WITH ACI 355.2 AND/OR ICC-ES AC193 FORCRACKED CONCRETE AND SEISMIC APPLICATIONS. ANCHORS SHALLHAVE A CURRENT CODE REPORT THAT COMPLIES WITH THECURRENT EDITION OF THE IBC AND SHALL BE RATED FOR USE IN THESEISMIC DESIGN CATEGORY NOTED IN SECTION 1.5 OF THESE NOTES.

___________________________________________________________

EXPANSION ANCHORS CODEIN CONCRETE REPORT___________________________________________________________

HILTI KWIK BOLT TZ ICC ESR-1917

SIMPSON STRONG-BOLT 2 ICC ESR-3037

DEWALT/POWERS POWER-STUD+ SD2 ICC ESR-2502___________________________________________________________

EXPANSION ANCHORS CODEIN GROUT FILLED CONCRETE MASONRY

REPORT

___________________________________________________________

HILTI KWIK BOLT 3 ICC ESR-1385

SIMPSON STRONG BOLT 2 IAPMO ER-240

DEWALT/POWERS POWER-STUD+ SD1 ICC ESR-2966

___________________________________________________________

STAT

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TACOMA SEATTLE SPOKANE TRI-CITIES

architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883

AHBL Project #

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E. HEAVY DUTY CONCRETE/MASONRY SCREW ANCHORS SHALLBE USED IN DRY INTERIOR CONDITIONS AND SHALL BE ASNOTED IN THE ATTACHED TABLE:

___________________________________________________________

HEAVY DUTY CONCRETE/ CODE REPORTMASONRY SCREW ANCHORS___________________________________________________________

HILTI KWIK HUS-EZ ICC ESR-3027 (CONC)ICC ESR-3056 (CMU)

SIMPSON TITEN HD ICC ESR-2713 (CONC)ICC ESR-1056 (CMU)

DEWALT/POWERS WEDGE BOLT+ ICC ESR-2526 (CONC)ICC ESR-1678 (CMU)___________________________________________________________

G. ADHESIVE ANCHORS IN HOLLOW BASE MATERIAL SHALL BETHREADED ANCHOR RODS WITH A SCREEN TUBE USING ANINJECTABLE TWO-COMPONENT EPOXY ADHESIVE NOTED INTHE FOLLOWING TABLE.

___________________________________________________________

ADHESIVE ANCHORS CODEIN HOLLOW CONCRETE MASONRY REPORT___________________________________________________________

HILTI HIT HY-70 ICC ESR-2682

SIMPSON SET-XP IAPMO ER-265

DEWALT/POWERS AC 100+ GOLD ICC ESR-3200______________________________________________________________________________________________________________________

ADHESIVE ANCHORS CODEIN CLAY BRICK MASONRY REPORT___________________________________________________________

HILTI HIT HY-70 ICC ESR-2682

SIMPSON SET ICC ESR-1772

DEWALT/POWERS -___________________________________________________________

5.2.7 METAL PROTECTION: ALL STEEL EXPOSED TO WEATHER,MOISTURE, SOIL, OR AS NOTED SHALL BE GALVANIZED PER ASTMA-123 OR A153 AS APPLICABLE. ALL OTHER STEEL SURFACESSHALL BE SHOP PRIMED AFTER FABRICATION.

LINTEL ANGLES SHALL HAVE A MINIMUM OF 1.5 OZ OF ZINC SPELTERPER SQUARE FOOT OF SURFACE AREA.

REPAIR ALL DAMAGED AREAS OF GALVANIZED PARTS SUCH ASFIELD WELDS, ETC. APPLY REPAIR COATING THICKNESS GREATERTHAN OR EQUAL TO ORIGINAL ZINC COATING THICKNESS.

5.2.8 STEEL COLUMNS: ALL VERTICAL LOAD CARRYING MEMBERS HAVEBEEN NOTED AS "COLUMNS" ON THE STRUCTURAL DRAWINGS. THISNOTATION DOES NOT IDENTIFY THESE MEMBERS AS "POSTS" OR"COLUMNS" AS DEFINED BY THE LATEST OSHA RULES REGARDINGCOLUMN ANCHORAGE REQUIREMENTS (OSHA 29 CFR PARTS 1926.751AND 1926.755). THE GENERAL CONTRACTOR, STEEL DETAILER, ANDSTEEL ERECTOR SHALL BE RESPONSIBLE TO DETERMINE THECORRECT OSHA DESIGNATION OF EACH MEMBER REGARDLESS OFTHE NOTATION SHOWN ON THE STRUCTURAL DRAWINGS.

5.2.9 WELDED MARK NUMBERS ON STRUCTURAL STEEL MEMBERS EXPOSEDTO VIEW ARE UNACCEPTABLE, AND SHALL NOT BE PERMITTED. ANYWELDED MARKS SHALL BE REMOVED AT THE CONTRACTOR'S EXPENSE.SEE ARCH SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

5.3 WELDING

5.3.1 ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURALWELDING CODE," AWS D1.1, AWS D1.4 AND AWS D1.8 AS APPROPRIATE.

5.3.2 ALL WELDING SHALL BE BY CERTIFIED WELDERS; USE 70 KSI LOWHYDROGEN FILLER METAL, AND SHALL BE PROTECTED PER AWS D1.1UNTIL USE. FOR ALL FULL PENETRATION WELDS, FILLER METAL SHALLBE NOTCH TOUGH TO MEET CHARPY V-NOTCH OF 20 FOOT-POUND AT-20°F.

5.3.3 NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPTWHERE SHOWN. ALL WELDING OF REINFORCEMENT SHALL BE PERANSI/AWS D1.4. THE FOLLOWING FILLER METAL SHALL BE USED WHENWELDING REINFORCEMENT:

A. FOR WELDING OF ASTM A706 GR 60 REBAR, 80 KSI FILLER METAL.

5.3.4 ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULLTIME INSPECTED AND TESTED BY NON-DESTRUCTIVE PROCEDURES.RESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THESTRUCTURAL ENGINEER.

5.4 WELDING PROCEDURE SPECIFICATION (WPS)

5.4.1 FOR ALL WELDING OF REINFORCING STEEL, NON PREQUALIFIED WELDSAND ALL WELDING OF COMPONENTS WHICH ARE PART OF THE SEISMICFORCE RESISTING SYSTEM, CONTRACTOR SHALL SUBMIT A WELDINGPROCEDURE SPECIFICATION (WPS) TO ENGINEER FOR APPROVAL. PRIORTO WELDING, EACH WPS SHALL INCLUDE ALL NECESSARY INFORMATIONREQUIRED BY AWS D1.1, AWS D1.4 AND AWS D1.8 AND AS FOLLOWS:

A. APPLICABLE BASE METAL TYPES AND THICKNESSES.

B. SKETCH OF JOINT INDICATING APPLICABLE DIMENSIONS.INDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED TOIDENTIFY THE SEQUENCE. THE SKETCH SHALL IDENTIFY THEMAXIMUM THICKNESS AND BEAD WIDTH. IN NO CASE SHALL THELAYER THICKNESS EXCEED 1/4" NOR THE BEAD WIDTH EXCEED5/8."

C. PREHEAT REQUIREMENTS.

D. ELECTRICAL CHARACTERISTICS (I.E., CURRENT,VOLTAGE, TRAVEL SPEED, ETC.).

E. ELECTRODE REQUIREMENTS SHALL MEET THEREQUIREMENTS OF AWS A5.1, AWS A5.5, AWS A5.17, AWSA5.23, AWS A5.18, AWS A5.20, AWS A5.28, AND AWS A5.29,AS APPLICABLE FOR WELDING METHOD USED.

6. CARPENTRY

DIMENSION LUMBER SHALL BE DF #2. SAWN LUMBER BEAMS, HEADERS AND COLUMNSSHALL BE DF #2 OR AS SHOWN ON THE DRAWINGS. ALL 2" NOMINAL LUMBER SHALL BEKILN DRIED (KD). EACH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COASTLUMBER INSPECTION BUREAU (WCLIB) AND/OR WESTERN WOOD PRODUCTSASSOCIATION (WWPA) SHOWING GRADE MARK.

6.1 PRESSURE-PRESERVATIVE TREATMENT IN ACCORDANCE WITH AMERICANWOOD PROTECTION ASSOCIATION (AWPA) STANDARD U1, LATEST EDITION TOTHE USE CATEGORY AS FOLLOWS:

6.1.1 TREAT ALL WOOD IN CONTACT WITH CONCRETE, MORTAR, GROUT,MASONRY AND WITHIN 12" OF EARTH TO THE REQUIREMENTS OF USECATEGORY UC2 (INTERIOR/DAMP).

6.1.2 TREAT ALL WOOD EXPOSED TO WEATHER BUT PROTECTED BY PAINT ORCOVER TO THE REQUIREMENTS OF USE CATEGORY UC3A (ABOVEGROUND PROTECTED).

6.1.3 TREAT ALL WOOD EXPOSED TO WEATHER SUCH AS EXTERIOR DECKING,JOISTS, BEAMS, RAILINGS, ETC TO THE REQUIREMENTS OF USECATEGORY UC3B (ABOVE GROUND EXPOSED).

6.1.4 TREAT ALL WOOD IN CONTACT WITH THE GROUND, SOIL OR FRESHWATER TO THE REQUIREMENTS OF USE CATEGORY UC4A (GROUNDCONTACT GENERAL USE).

6.1.5 TREAT ALL LUMBER NOTED AS FIRE TREATED TO THE REQUIREMENTSOF USE CATEGORY UCFA (FIRE RETARDANT INTERIOR).

6.1.6 WHERE POSSIBLE, PRECUT MATERIAL PRIOR TO TREATMENT. ALL FIELDCUTS AND DRILLED HOLES SHALL BE FIELD TREATED INACCORDANCE WITH AWPA M-4.

6.2 CARPENTRY HARDWARE

6.2.1 MACHINE BOLTS SHALL BE ASTM A-307.

6.2.2 PROVIDE MALLEABLE IRON WASHERS (MIW) OR HEAVY PLATE CUTWASHERS WHERE BOLT HEADS, NUTS OR LAG SCREWS BEAR ONWOOD.

6.2.3 NAILS SHALL BE COMMON, AMERICAN OR CANADIANMANUFACTURER ONLY WITH MIN. DIAMETERS AS FOLLOWS:

NAIL MINIMUM MINIMUMNAME NAIL SHANK NAIL

DIAMETER LENGTH___________________________________________________________8d 0.131" 2 1/2"10d 0.148" 3"12d 0.148" 3 1/4"16d SINKER 0.148" 3 1/4"16d 0.162" 3 1/2"20d 0.192" 4"___________________________________________________________

6.2.4 LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.2.1.WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASMEB18.6.1.

6.2.5 ANCHORS AND CONNECTIONS SHALL BE SIMPSON, USP, OR ICC(INTERNATIONAL CODE COUNCIL) APPROVED. ALL FASTENERS SHALLBE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESSOTHERWISE SHOWN. SUBSTITUTED CONNECTIONS SHALL HAVE ATABULATED CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIEDCONNECTOR.

6.2.6 CORROSION RESISTANT HARDWARE AND FASTENERS:

A. FASTENERS AND HARDWARE EXPOSED TO WEATHER OR INUNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLYOR HOT DIPPED GALVANIZED PER ASTM B695 - CLASS 55 OR ASTMA153 - CLASS D. HARDWARE IN CONTACT WITH TREATED WOODSHALL CONFORM TO A MINIMUM GALVANIZED COATING OF G185OR AS NOTED BELOW.

B. IF PRESERVATIVE TREATMENT USED IS ACZA (AMMONIACALCOPPER ZINC ARSENATE), IF THE CHEMICAL RETENTION LEVEL ISAWPA USE CATEGORY UC4A OR GREATER, OR IF THEPRESERVATIVE TREATMENT USED IS NOT KNOWN, HARDWARESHALL BE TYPE 316L STAINLESS STEEL. FASTENERS SHALL BETYPE 304 OR 305 STAINLESS STEEL.

C. HARDWARE IN MARINE ENVIRONMENT SHALL BE TYPE 316LSTAINLESS STEEL. FASTENERS SHALL BE TYPE 316 STAINLESSSTEEL, HOT DIPPED GALVANIZED TO ASTM A153 - CLASS C,SILICON BRONZE, OR COPPER.

D. IN THE EVENT OF A CONFLICT BETWEEN THE HARDWAREMANUFACTURER'S RECOMMENDATIONS FOR SELECTINGCORROSION-RESISTANT HARDWARE AND FASTENERS, THESENOTES, AND THE SPECIFICATIONS, THE MOST STRINGENTREQUIREMENT SHALL BE USED UNLESS APPROVED BY THEENGINEER.

6.3 MINIMUM NAILING: PER IBC TABLE 2304.9.1 FASTENING SCHEDULE.

6.4 COORDINATION AT HOLES IN WOOD STUD WALLS

6.4.1 PIPES IN INTERIOR NONBEARING WALLS: STUD PARTITIONS CONTAININGPIPES SHALL BE FRAMED, AND THE JOISTS SHALL BE SPACED, SO ASTO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE A PARTITIONCONTAINING PIPING RUNS PARALLEL TO THE JOISTS, THE JOISTSSHALL BE DOUBLED AND SPACED SO AS TO PERMIT THE PASSAGE OFSUCH PIPING, AND SHALL BE BRIDGED. WHERE PIPES ARE PLACED IN,OR PARTIALLY IN, A PARTITION NECESSITATING THE CUTTING OF THESOLES OR PLATES, A SIMPSON RPS STRAP SHALL BE FASTENED TOEACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOTLESS THAN SIX 16d NAILS.

6.4.2 CUTTING AND NOTCHING SAWN LUMBER: IN EXTERIOR WALLS ANDBEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT ORNOTCHED TO A DEPTH NOT EXCEEDING 15 PERCENT OF ITS WIDTH.CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED INNONBEARING PARTITIONS SUPPORTING NO LOADS OTHER THAN THEWEIGHT OF THE PARTITION.

6.4.3 CUTTING AND NOTCHING ENGINEERED LUMBER: CUTTING ANDNOTCHING SHALL NOT BE PERMITTED IN ENGINEERED LUMBER (LSL)STUDS WITHOUT APPROVAL FROM THE ENGINEER OF RECORD.

6.4.4 BORED HOLES IN SAWN LUMBER: A HOLE NOT GREATER IN DIAMETERTHAN 33 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BOREDIN ANY WOOD STUD WITHOUT ENGINEERING VERIFICATION. BOREDHOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUDARE PERMITTED IN NONBEARING PARTITIONS, PROVIDED NOT MORETHAN ANY TWO ADJACENT STUDS ARE SO BORED. IN NO CASE SHALLTHE EDGE OF THE BORED HOLE BE NEARER THAN 5/8-INCH FROM THEEDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THESAME SECTION OF STUD AS A NOTCH OR CUT, AND SHALL NOT BELOCATED WITHIN 8-INCHES OF THE END OF THE STUD.

6.4.5 BORED HOLES IN ENGINEERED LUMBER: BORED HOLES SHALL NOT BEPERMITTED IN ENGINEERED LUMBER (LSL) STUDS WITHOUTAPPROVAL FROM THE ENGINEER OF RECORD.

6.5 SHEATHING (PLYWOOD/ORIENTED STRAND BOARD)

EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOODASSOCIATION; ALL SHEATHING SHALL CONFORM TO STANDARD PS 2 ORPRP-108. THICKNESS, NUMBER OF PLIES, AND LAY-UP AS SHOWN. ALLPLYWOOD SHALL BE C-D INTERIOR WITH EXTERIOR GLUE OR AS NOTED ON THEDRAWINGS AND SHALL BE GROUP I OR II SPECIES. EXCEPT AS OTHERWISESHOWN, PROVIDE THE FOLLOWING MINIMUM NAILING: PANEL EDGES 10d AT 6"ON CENTER, INTERMEDIATE SUPPORT 10d AT 12" ON CENTER. GAP SHEETS 1/8"FOR 4'X8' SHEETS AND 1/4" FOR 8'X8' AND LARGER SHEETS. THE MOISTURECONTENT SHALL NOT BE GREATER THAN 15% AT TIME OF ROOFING.

6.6 GLUED-LAMINATED TIMBER

MATERIALS, MANUFACTURE AND QUALITY CONTROL PER ANSI/AITC A190"STRUCTURAL GLUED LAMINATED TIMBER." CAMBER 1-1/2 TIMES DEAD LOADDEFLECTION WHERE NOT INDICATED ON DRAWINGS. ALL BEAM MEMBERSSHALL BE COMBINATION 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FORCONTINUOUS OR CANTILEVERED SPANS AND HAVE EXTERIOR GLUE. ALLCOLUMN MEMBERS SHALL BE 24F-V8 UNLESS NOTED OTHERWISE. ALLMEMBERS EXPOSED TO VIEW SHALL BE ARCHITECTURAL APPEARANCE GRADEUNLESS NOTED OTHERWISE. ALL MEMBERS CONCEALED FROM VIEW SHALL BEINDUSTRIAL APPEARANCE UNLESS NOTED OTHERWISE. SEE ARCHITECTURALDRAWINGS AND PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

6.6.1 ADHESIVES SHALL MEET THE REQUIREMENTS FOR WET CONDITIONS OFSERVICE.

6.6.2 MEMBERS SHALL BE MARKED INDICATING CONFORMANCE WITHANSI/AITC 190.1. IN ADDITION, A CERTIFICATE OF SUCHCONFORMANCE SHALL BE PROVIDED TO THE BUYER.

6.7 MANUFACTURED STRUCTURAL WOOD MEMBERS

6.7.1 PARALLAM PSL POSTS AND COLUMNS SHALL BE PARALLAM 1.8E ASMANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT.PARALLAM PSL BEAMS SHALL BE PARALLAM 2.0E AS MANUFACTUREDBY WEYERHAEUSER OR APPROVED EQUIVALENT.

6.7.2 TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND 1.5E ASMANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT.

6.7.3 MICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1.9E ASMANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT.

6.8 PRE-ENGINEERED METAL-PLATE-CONNECTED WOOD TRUSSES

6.8.1 GEOMETRY AND SPACING SHALL BE AS SHOWN. THE MANUFACTURERSHALL PROVIDE ADDITIONAL FRAMING MEMBERS AS SHOWN OR ASNECESSARY TO SUPPORT MECHANICAL EQUIPMENT, WALLS AND/ORPARTITIONS, SNOW DRIFT LOADS, ETC.

6.8.2 WHERE NOTED, PRECUT BLOCKING, BRIDGING, BRACING AND/OR FILLERPIECES SHOWN ON THE STRUCTURAL DRAWINGS SHALL BEPROVIDED BY THE TRUSS MANUFACTURER.

6.8.3 TRUSS MANUFACTURER SHALL DESIGN AND PROVIDE ALL PERMANENTINDIVIDUAL MEMBER RESTRAINT/BRACING, INCLUDING WIND UPLIFTBRACING.

6.8.4 GENERAL CONTRACTOR SHALL PROVIDE TEMPORARY INSTALLATIONRESTRAINT/BRACING IN ACCORDANCE WITH BCSI-2013 (UPDATEMARCH 2015) BUILDING COMPONENT SAFETY INFORMATION - GUIDETO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING ANDBRACING OF METAL PLATE CONNECTED WOOD TRUSSES.

6.8.5 FOR TRUSSES SPANNING 35-FEET OR GREATER TRUSS MANUFACTURERSHALL DESIGN THE HEEL PLATES CONSIDERING THE EFFECT OFECCENTRIC LOADING.

6.8.6 FOR TRUSSES SPANNING 60-FEET OR GREATER THE GENERALCONTRACTOR SHALL CONTRACT WITH A PROFESSIONAL ENGINEERLICENSED IN THE STATE OF THE PROJECT FOR THE DESIGN OF BOTHTEMPORARY INSTALLATION RESTRAINT/BRACING AND PERMANENTINDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING.

6.8.7 DESIGN LOADS SHALL BE AS STATED IN SECTION 1.5 PLUS ANY SPECIALLOADS INDICATED ON THE DRAWINGS. UNLESS NOTED OTHERWISE,MINIMUM DESIGN LOADS SHALL INCLUDE:

A. TOTAL DEAD LOAD OF 20 PSF (INCLUDING TRUSS SYSTEMDEAD LOADS).

B. BOTTOM CHORD SUPERIMPOSED DEAD LOAD OF 10 PSF(INCLUDED IN TOTAL DEAD LOAD NOTED ABOVE).

D. MINIMUM NET UPLIFT LOAD OF 10 PSF OR AS DETERMINEDUSING SITE SPECIFIC "COMPONENTS AND CLADDING" WINDFORCES IN ACCORDANCE WITH THE CRITERIA OF SECTION 1.5.6,WHICHEVER IS GREATER.

6.8.8 PROPRIETARY COMPONENTS SHALL HAVE ICC (INTERNATIONAL CODECOUNCIL) APPROVAL.

6.8.9 SHOP DRAWINGS SHALL INCLUDE A TRUSS PLACEMENT DIAGRAM ANDTRUSS DESIGN DRAWINGS. TRUSS DESIGN DRAWINGS SHALLINCLUDE DETAILS OF ALL PERMANENT INDIVIDUAL TRUSS MEMBERRESTRAINT/BRACING (INCLUDING BOTTOM CHORD AND WEB BRACINGREQUIRED TO RESIST WIND UPLIFT FORCES). TRUSS DESIGNDRAWINGS SHALL INCLUDE STRUCTURAL CALCULATIONS THATINDICATE MEMBER STRESSES, SPECIES/GRADES AND APPLICABLEICC APPROVAL. TRUSS DESIGN DRAWINGS SHALL BE SEALED BY APROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THEPROJECT.

6.8.10 UNLESS NOTED OTHERWISE, THE TRUSS MANUFACTURER SHALLSPECIFY AND FURNISH CONNECTION HARDWARE NECESSARY FORINSTALLATION OF THEIR SYSTEM.

6.8.11 DESIGN AND MANUFACTURE OF METAL-PLATE-CONNECTED TRUSSESSHALL CONFORM TO CURRENT STANDARDS OF THE TRUSS PLATEINSTITUTE (TPI): TPI 1-2014: NATIONAL DESIGN STANDARDS FORMETAL-PLATE-CONNECTED WOOD TRUSS CONSTRUCTION.

6.8.12 DELIVERED COMPONENTS SHALL BE ACCOMPANIED BY FABRICATOR'SCERTIFICATE OF CONFORMANCE TO THE REFERENCED STANDARDS,AND BY USER ADVISORY NOTICES EQUIVALENT TO BUILDINGCOMPONENT SAFETY INFORMATION, BCSI 2013 (UPDATED MARCH2015) - GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING,RESTRAINING, AND BRACING OF METAL-PLATE-CONNECTED WOODTRUSSES.

6.10 TONGUE AND GROOVED LUMBER DECKING

6.10.1 SHALL CONFORM TO MOST RECENT AITC-112 "STANDARD FORTONGUE-AND-GROOVE HEAVY TIMBER ROOF DECKING."

6.10.2 SPECIES SHALL BE DF Fb = 1000 PSI MINIMUM. SEE SPECIFICATIONSFOR GRADE OF MATERIAL AND FINISH.

6.10.3 THICKNESS SHALL BE 2" NOMINAL (NET 1-1/2" MINIMUM). WIDTHSHALL BE 6" NOMINAL UNLESS NOTED OTHERWISE.

6.10.4 MOISTURE CONTENT SHALL BE 15% AVERAGE MEASUREDTHROUGHOUT THE PIECE.

6.10.5 DECK LAY-UP SHALL BE CONTROLLED RANDOM LAY-UP. SEE THESTRUCTURAL DRAWINGS FOR DECK LAY-UP NOTES. SEEARCHITECTURAL DRAWINGS AND SPECIFICATIONS FORAPPEARANCE REQUIREMENTS AND LIMITATIONS ON EXPOSEDDECKING JOINT LOCATIONS.

6.10.6 AT EXPOSED DECKING LOCATIONS, NAIL LENGTHS SHALL BEADJUSTED IN ORDER TO PREVENT PENETRATION OF NAILSCOMPLETELY THROUGH DECKING. COORDINATE NAIL LENGTHSWITH STRUCTURAL ENGINEER.

STAT

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11. STATEMENT OF TESTING AND SPECIAL INSPECTION

IBC SI SO TITLE

1705.2 X N/R STEEL CONSTRUCTION (SEE TABLES N5.4, N5.6, N6.1 & 1705.2.2)

1705.3 X N/R CONCRETE CONSTRUCTION (SEE TABLE 1705.3)

1705.6 X N/R SOILS (SEE TABLE 1705.6)

1705.11.1 X N/R STRUCTURAL STEEL - SEISMIC FORCE RESISTING SYSTEM

1705.11.2 X N/R STRUCTURAL WOOD - SEISMIC FORCE RESISTING SYSTEM

SI = SPECIAL INSPECTION REQUIRED.SO = STRUCTURAL OBSERVATION REQUIRED.X = ITEM IS REQUIREDN/R = ITEM IS NOT REQUIRED.

SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY. SEE ARCH, MECH AND ELECDRAWINGS FOR ADDITIONAL SPECIAL INSPECTIONS.

11.1 INSPECTION/TESTING REQUIREMENTS:

SEE DRAWINGS, SPECIFICATIONS, AND IBC SECTIONS 110, AND CHAPTER 17.

11.2 INSPECTIONS BY THE BUILDING OFFICIAL (IBC SECTION 110):

11.2.1 FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE AND ANY REQUIREDREINFORCING IS IN PLACE. ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR TO INSPECTION.

11.2.2 CONCRETE SLAB OR UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL UNDER SLAB ACCESSORIESAND REINFORCEMENT ARE PLACED AND PRIOR TO CONCRETE SLAB PLACEMENT OR FLOOR SHEATHINGINSTALLATION.

11.2.3 FRAME INSPECTIONS SHALL BE MADE AFTER ALL FRAMING IS COMPLETE AND ALL PIPES, DUCTS,ELECTRICAL, PLUMBING, ETC., ARE INSTALLED AND APPROVED PRIOR TO COVER.

11.2.4 IN ADDITION TO THE INSPECTIONS SPECIFIED ABOVE, THE BUILDING OFFICIAL IS AUTHORIZED TO MAKE ORREQUIRE OTHER INSPECTIONS OF ANY CONSTRUCTION WORK TO ASCERTAIN COMPLIANCE WITH THEPROVISIONS OF THE IBC.

11.3 STRUCTURAL TESTS AND SPECIAL INSPECTIONS (IBC CHAPTER 17):

11.3.1 SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

11.3.2 STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THEREQUIREMENTS OF CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE BUILDINGOFFICIAL. OMISSION FROM THE LIST BELOW OF TESTING AND INSPECTION REQUIREMENTS SHALL NOTRELIEVE THE CONTRACTOR FROM PROVIDING TESTING AND INSPECTION REQUIRED BY THESPECIFICATIONS, THE IBC AND THE BUILDING OFFICIAL.

11.3.3 TESTING AND SPECIAL INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OFCHAPTER 17 OF THE IBC FOR THE ITEMS LISTED IN THIS SECTION.

11.4 STRUCTURAL OBSERVATION:

11.4.1 STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS REQUIRED TOBECOME GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION.

11.4.2 STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE. TIMING AND DURATION OFOBSERVATIONS SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR DURING CONSTRUCTION.

11.4.3 CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY ORGUARANTEE BY THE STRUCTURAL ENGINEER.

11.5 SPECIAL INSPECTOR: SHALL BE CURRENTLY WABO CERTIFIED AND UNDER THE SUPERVISION OF AREGISTERED PROFESSIONAL ENGINEER.

11.5.1 THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVEDDESIGN DRAWINGS AND SPECIFICATIONS.

11.5.2 THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, ENGINEER OFRECORD, ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BEBROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION. THEN, IF NOTIN CONFORMANCE, TO THE PROPER DESIGN AUTHORITY AND BUILDING OFFICIAL.

11.5.3 THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRINGSPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THEAPPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. THE REPORT SHALL BE SEALED BY A REGISTEREDPROFESSIONAL ENGINEER.

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12A. REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASKCONTINUOUSDURING TASKLISTED

PERIODICALLYDURING TASKLISTED

IBC TABLE 1705.6

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY N/R X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVEREACHED PROPER MATERIAL N/R X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL N/R X4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X N/R

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE ANDVERIFY THAT SITE HAS BEEN PREPARED PROPERLY N/R X

12.1 SPECIAL INSPECTIONS FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARINGREQUIREMENTS PER IBC 1705.6.

12.1.1 THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THEREGISTERED DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.

13. REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION ANDINSPECTION CONTINUOUS PERIODIC REFERENCED

STANDARDIBCREFERENCE

IBC TABLE 1705.3

1. INSPECTION OF REINFORCING STEEL,INCLUDING PRESTRESSING TENDONS,AND PLACEMENT

N/R X ACI 318: 3.5, 7.1-7.7 1910.4

2. INSPECTION OF REINFORCING STEELWELDING IN ACCORDANCE WITH TABLE1705.2.2, ITEM 2B

N/R N/R AWS D1.4 ACI 318:3.5.2

3. INSPECTION OF ANCHORS CAST INCONCRETE N/R X ACI 318: D.9.2

4. INSPECTION OF ANCHORSPOST-INSTALLED IN HARDENEDCONCRETE MEMBERS

A. ADHESIVE ANCHORS INSTALLED INHORIZONTALLY OR UPWARDLY INCLINEDORIENTATIONS TO RESIST SUSTAINEDTENSION LOADS

X N/R ACI 318: D.9.2.4

B. MECHANICAL ANCHORS AND ADHESIVEANCHORS NOT DEFINED IN 4A N/R X ACI 318: D.9.2

5. VERIFYING THE USE OF REQUIREDDESIGN MIX N/R X ACI 318: CH. 4,

5.2-5.41904.2, 1910.2,

1910.36. AT THE TIME FRESH CONCRETE IS

SAMPLED TO FABRICATE SPECIMENS FORSTRENGTH TESTS, PERFORM SLUMP ANDAIR CONTENT TESTS, AND DETERMINETHE TEMPERATURE OF THE CONCRETE

X N/RASTM C 172ASTM C 31

ACI 318: 5.6, 5.81910.10

7. INSPECTION OF CONCRETE ANDSHOTCRETE PLACEMENT FOR PROPERAPPLICATION TECHNIQUES

X N/R ACI 318: 5.9, 5.10 1910.6, 1910.7,1910.8

8. INSPECTION FOR MAINTENANCE OFSPECIFIED CURING TEMPERATURE ANDTECHNIQUES

N/R X ACI 318: 5.11-5.13 1910.9

9. INSPECTION OF PRESTRESSEDCONCRETE:

A. APPLICATION OF PRESTRESSING FORCES X N/R ACI 318: 18.20B. GROUTING OF BONDED PRESTRESSING

TENDONS IN THE SEISMIC FORCERESISTING SYSTEM

X N/R ACI 318: 18.18.4

10. ERECTION OF PRECAST CONCRETEMEMBERS N/R X ACI 318: CH. 16

11. VERIFICATION OF IN-SITU CONCRETESTRENGTH, PRIOR TO STRESSING OFTENDONS IN POST-TENSIONEDCONCRETE AND PRIOR TO REMOVAL OFSHORES AND FORMS FROM BEAMS ANDSTRUCTURAL SLABS

N/R X ACI 318: 6.2

12. INSPECT FORMWORK FOR SHAPE,LOCATION AND DIMENSIONS OF THECONCRETE MEMBER BEING FORMED

N/R X ACI 318: 6.1.1

13.1 CONCRETE: SPECIAL INSPECTION AND TESTING PER IBC TABLE 1705.3 INCLUDING:

13.1.2 CONTINUOUS SPECIAL INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATIONTECHNIQUES.

13.1.5 SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE ASDESCRIBED IN THE RESEARCH REPORT FOR THE SPECIFIED ANCHOR ISSUED BY AN APPROVED SOURCE(ICC, IAPMO, ETC.).

13.3 FOR ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR REBAR SEE IBC TABLE 1705.2.2.

15A. REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTION -INSPECTION OF WELDING

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCEDSTANDARD

AISC 360 TABLE N5.4-1

1. PRIOR TO WELDING, VERIFY AND INSPECT THE FOLLOWING:A. WELDING PROCEDURE SPECIFICATIONS (WPS) X N/R AISC 360 A3.5B. MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES X N/R AISC 360 A3.1

C. MATERIAL IDENTIFICATION OF STRUCTURAL STEEL MEMBERS N/R XD. WELDER IDENTIFICATION SYSTEM N/R XE. FIT-UP OF GROOVE WELDS, INCLUDING JOINT GEOMETRY

1) JOINT PREPARATION N/R X2) DIMENSIONS: ALIGNMENT, ROOT OPENING, ROOT FACE,BEVEL N/R X

3) CLEANLINESS: CONDITION OF STEEL SURFACES N/R X4) TACKING: TACK WELD QUALITY AND LOCATION N/R X5) BACKING TYPE AND FIT (IF APPLICABLE) N/R X

F. CONFIGURATION AND FINISH OF ACCESS HOLES N/R XG. FIT-UP OF FILLET WELDS

1) DIMENSIONS: ALIGNMENT, GAPS AT ROOT N/R X2) CLEANLINESS: CONDITION OF STEEL SURFACES N/R X3) TACKING: TACK WELD QUALITY AND LOCATION N/R X


2. DURING WELDING, VERIFY AND INSPECT THE FOLLOWING:A. USE OF QUALIFIED WELDERS N/R XB. CONTROL AND HANDLING OF WELDING CONSUMABLES

1) PACKAGING N/R X2) EXPOSURE CONTROL N/R X

C. NO WELDING OVER CRACKED TACK WELDS N/R XD. ENVIRONMENTAL CONDITIONS

1) WIND SPEED WITHIN LIMITS N/R X2) PRECIPITATION AND TEMPERATURE N/R X

E. WELDING PROCEDURE SPECIFICATIONS FOLLOWED1) SETTINGS ON WELDING EQUIPMENT N/R X2) TRAVEL SPEED N/R X3) SELECTED WELDED MATERIALS N/R X4) SHIELDING GAS TYPE AND FLOW RATE N/R X5) PREHEAT APPLIED N/R X6) INTERPASS TEMPERATURE MAINTAINED N/R X7) PROPER POSITION N/R X

F. WELDING TECHNIQUES1) INTERPASS AND FINAL CLEANING N/R X2) EACH PASS WITHIN PROFILE LIMITATIONS N/R X3) EACH PASS MEETS QUALITY REQUIREMENTS N/R X


3. AFTER WELDING, VERIFY AND INSPECT THE FOLLOWING:A. WELDS CLEANED N/R XB. SIZE, LENGTH, AND LOCATION OF WELDS X N/RC. WELDS MEET VISUAL ACCEPTANCE CRITERIA

1) CRACK PROHIBITION X N/R2) WELD TO BASE METAL FUSION X N/R3) CRATER CROSS SECTION X N/R4) WELD PROFILES X N/R5) WELD SIZE X N/R6) UNDERCUT X N/R7) POROSITY X N/R

D. ARC STRIKES X N/RE. k-AREA X N/RF. BACKING REMOVED AND WELD TABS REMOVED, IF REQUIRED X N/RG. REPAIR ACTIVITIES X N/RH. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT

OR MEMBER X N/R

15B. REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTION -INSPECTION OF BOLTING

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCEDSTANDARD


1. PRIOR TO BOLTING, VERIFY AND INSPECT THE FOLLOWING:A. MANUFACTURER'S CERTIFICATIONS FOR FASTENER

MATERIALS X N/R

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQ'TS N/R XC. PROPER FASTENER SELECTED FOR JOINT DETAIL N/R X AISC 360 A3.1D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL N/R XE. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE

FAYING SURFACE CONDITIONS AND HOLE PREPARATION, IFSPECIFIED, MEET APPLICABLE REQUIREMENTS

N/R X

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATIONPERSONNEL OBSERVED AND DOCUMENTED FOR FASTENERASSEMBLIES AND METHODS USED

X N/R

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS,AND OTHER FASTENER COMPONENTS N/R X


2. DURING BOLTING, VERIFY AND INSPECT THE FOLLOWING:A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN

ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONEDAS REQUIRED

N/R X

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TOTHE PRETENSIONING OPERATION N/R X

C. FASTENER COMPONENT NOT TURNED BY THE WRENCHPREVENTED FROM ROTATING N/R X

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THERCSC SPECIFICATION, PROGRESSING SYSTEMATICALLYFROM THE MOST RIGID POINT TOWARD THE FREE EDGES

N/R X


3. AFTER BOLTING, VERIFY AND INSPECT THE FOLLOWING:A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS X N/R

15.1 STRUCTURAL STEEL CONSTRUCTION:

SPECIAL INSPECTION AND TESTING PER THE QUALITY ASSURANCE TESTING REQUIREMENTS OF AISC 360, ASNOTED IN TABLES N5.4-1, N5.4-2, N5.4-3, N5.6-1, N5.6-2, N5.6-3, N6.1, AND AWS D1.1, INCLUDING:

15.1.1 INSPECTION OF ERECTED STEEL SYSTEM.

15.1.2 REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTIONDOCUMENTS.

15.1.3 OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDSSHALL BE AS FOLLOWS:

A. VERIFY THAT WELD FILLER MATERIAL AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE CONFORMTO AWS SPECIFICATION SPECIFIED. VERIFY WELDERS ARE CERTIFIED BY WABO, THAT PROPERELECTRODES IN OVEN DRY CONDITIONS ARE USED, AND THAT PROPER METHODS AND PREPARATIONS AREUSED.

B. PERIODIC SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED FOR SINGLE PASS FILLET WELDSLESS THAN OR EQUAL TO 5/16" AND FLOOR AND DECK WELDS.

C. CONTINUOUS SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED ON COMPLETE AND PARTIALPENETRATION GROOVE WELDS AND FILLET WELDS GREATER THAN 5/16".

D. ALL WELDS SHALL BE CHECKED VISUALLY.

E. ALL SHOP AND FIELD WELDING SHALL BE SUBJECT TO INSPECTION BY A WABO CERTIFIED WELDINGINSPECTOR EMPLOYED BY THE OWNER. THE INSPECTOR SHALL UTILIZE RADIOGRAPHIC, ULTRASONIC, ORMAGNETIC PARTICLE TESTING AND ANY OTHER AID TO VISUAL INSPECTION THAT MAY BE DEEMEDNECESSARY TO ASSURE THE ADEQUACY OF WELDING. THE OWNER SHALL CARRY OUT TESTING ANDINTERPRETATION AT ANY STAGE AFTER WELDING.

F. 10% OF ALL FILLET WELDS SHALL BE CHECKED BY MAGNETIC PARTICLE TESTING.

G. 100% OF ALL COMPLETE PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING.

H. ALL WELDS FOUND DEFECTIVE AND REPAIRED SHALL BE REINSPECTED BY THE SAME METHODORIGINALLY USED. THE COST OF REPAIR AND REINSPECTION SHALL BE BORNE BY THE CONTRACTOR.

1. STANDARDS FOR ACCEPTANCE SHALL BE AS GIVEN IN AWS D1.1.

15.1.4 OBSERVATION OF BOLTING OPERATIONS.

15.1.5 CONTINUOUS SPECIAL INSPECTION SHALL BE PERFORMED FOR EACH JOINT OR MEMBER. PERIODIC SPECIALINSPECTION SHALL BE PERFORMED ON ITEMS ON A RANDOM BASIS PERIODIC SPECIAL INSPECTION NEEDNOT DELAY FABRICATION OR ERECTION OPERATIONS.

15.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL:

SPECIAL INSPECTION AND TESTING PER IBC TABLE 1705.2.2, AND AWS D1.1.

15.2.3 EPOXY ANCHORS: SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENEDCONCRETE OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVEDSOURCE (ICC, IAPMO, ETC.).

15.2.4 EXPANSION ANCHORS: SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENEDCONCRETE OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVEDSOURCE (ICC, IAPMO, ETC.).

15.3 ADDITIONAL REQUIRED SPECIAL INSPECTION FOR SEISMIC RESISTANCE PER IBC SECTION 1705.11. AND1705.12

16.1 REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION:

16.1.1 SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURALELEMENTS SHALL BE IN ACCORDANCE WITH IBC 1704.2.5.

16.2.1 SPECIAL INSPECTION OF SITE BUILT WOOD ASSEMBLIES SHALL BE AS FOLLOWS:

A HIGH LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH IBC 2306.2. SPECIAL INSPECTIONS SHALLVERIFY SHEATHING GRADE AND THICKNESS, NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANELEDGES, NAIL OR STAPLE DIAMETER AND LENGTH, NUMBER OF FASTENERS AND FASTENER SPACING ISIN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

B METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING 60-FT OR GREATER. SPECIAL INSPECTIONSSHALL VERIFY TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT INDIVIDUALTRUSS MEMBER RESTRAINT BRACING IS INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSSSUBMITTAL PACKAGE.

16.2.2 ADDITIONAL REQUIRED SPECIAL INSPECTION FOR SEISMIC RESISTANCE PER IBC SECTION 1705.11.

18.1 SEISMIC RESISTANCE

18.1.1 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1705.11 SHALL BE REQUIRED FOR THEFOLLOWING:

A. SPECIAL INSPECTIONS OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE THE QUALITYASSURANCE REQUIREMENTS OF AISC 341.

B. CONTINUOUS SPECIAL INSPECTION DURING FIELD GLUING OPERATIONS OF WOOD ELEMENTS OF THESEISMIC FORCE RESISTING SYSTEM.

C. PERIODIC SPECIAL INSPECTION OF NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF WOODCOMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOODDIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLDOWNS.

F. PERIODIC SPECIAL INSPECTION DURING THE ERECTION AND FASTENING OF EXTERIOR CLADDING,INTERIOR AND EXTERIOR NON-BEARING WALLS, AND INTERIOR AND EXTERIOR VENEER IN STRUCTURESASSIGNED TO SEISMIC DESIGN CATEGORY D, E, OR F PER IBC 1705.11.5.

G. PERIODIC SPECIAL INSPECTION DURING THE ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCYOR STANDBY POWER SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, OR F.

L. PERIODIC SPECIAL INSPECTION DURING THE ANCHORAGE OF STORAGE RACKS IN STRUCTURESASSIGNED TO SEISMIC DESIGN CATAGORY D, E, OR F FOR 8-FT OR GREATER IN HEIGHT.

18.1.2 TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE PER IBC 1705.12 SHALL BE REQUIRED FOR SEISMICFORCE-RESISTING SYSTEM IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, OR F FORTHE FOLLOWING:

B. TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCEREQUIREMENTS OF AISC 341.

TYPICAL CONSTRUCTION JOINTTYPICAL CONTROL JOINT

1/8" SAWCUT x 1/5 SLAB THICKNESS- 1 1/4" MIN - SAWCUT MUST BEMADE WITHIN 4 TO 12 HOURSAFTER CONCRETE HARDENS -BLADES SHALL NOT BE BLUNT ASTO CAUSE CHIPPING OF CONC -PROVIDE JOINT SEALANT PERSPECIFICATIONS - INSTALL PERMFR RECOMMENDATIONS

STOP REINF ATSLAB JOINT

TOOLED JOINT R= 1/8"

SLAB REINF ACROSS JOINT

1/2" DIA x 12" GREASEDSMOOTH DOWEL AT18" OC AT CL OF SLAB

TYPICAL AT STEPS IN CONC SLAB ON GRADE

DEPTH PER ARCH /PLAN - MAX 7"

14

FIRM UNDISTURBED SOIL

#4 NOSING BAR

.

PLAN VIEW TYPICAL REINFORCEMENT PLACING DETAIL

NOTES:

1)

2)

VERTICAL REINF SHOWN IS ADDITIONALIF NORMAL REINF IS NOT IN PROPERLOCATION.

CORNER BARS ARE SAME SIZE ANDSPACING AS HORIZONTAL REINFORCEMENT.

90˚ HOOKS MAY BE SUBSTITUTEDFOR CORNERBARS - SEE NOTE #5.

REINF.AT ALL WALL CORNERS, ENDS,AND INTERSECTIONS SHALL BEFABRICATED AND PLACED IN ACCORDANCEWITH APPROPRIATE DETAIL SHOWN.

USE ACI MIN 90˚ HOOK FOR EMBEDMENT

CONCRETE WALLS SHOWN, MASONRYWALLS SIMILAR.

WALL DETAILS SHOWN, FOOTINGDETAILS SIMILAR.

3)

4)

5)

6)

7)

1" CLR

LESS THAN 48 x BAR DIA PAST FACE OF WALL.

48 x BAR DIA (15" MIN) TYPICALALL CORNER BARS

PLACE ALTERNATING CORNERBARS AS SHOWN

48 x BAR DIA(15" MIN TYPICASPLICE U.N.O.

2" MIN 6"MAX TYP

MIN 180˚ HOOKLAP 48 x BARDIA HORIZ REINF

LAP 24 DIAW/ HORIZREINF

ACI MIN CLR + 1/2" MAX

TYP DETAIL OF PIPE AT CONCRETE FTG

12

NO EXCAVATION FORPIPE OR DUCTSPARALLEL TO FTGBELOW THIS LINE STEPAS REQ'D

PIPE PARALLELTO WALL

CONTROL JOINT

PIPE SLEEVEEXCAVATION

6" MIN

6" MIN

6" MIN

AT T

HIS

LOCA

TION

NO P

IPE

THRU

WAL

L

de P

ER S

CHED

3" MIN TH

ICKE

N CO

NCRE

TEFO

OTIN

G AS

REQ

UIRE

DAT

HOL

DOW

N

F MIN

WIDEN CONCRETE FOOTING TO2 x F AT HOLDOWN FORA LENGTH OF 2 x F MIN.

F MIN F MIN

WIDEN CONCRETE FOOTING TO2 x F AT HOLDOWN FORA LENGTH OF 2 x F MIN.

F MIN

HOLDOWN SCHEDULE

HOLDOWN FOUNDATIONANCHOR de F FASTENERS MINIMUM WOOD MEMBER

THICKNESSALLOWABLE

TENSION LOAD

SIMP HDU2 SIMP PAB5 6" 9" (6) SIMP SDS 1/4" x 2 1/2" 3" 3075#

SIMP HDU4 SIMP PAB5 6" 9" (10) SIMP SDS 3" 4565#

SIMP HDU5 SIMP PAB5 6" 9" (14) SIMP SDS 3" 5645#

SIMP HDU8 SIMP PAB7 10" 15" (20) SIMP SDS 4 1/2" 7870#

SIMP HDU11 SIMP PAB8 12" 18" (30) SIMP SDS 5 1/2" 9535#

SIMP HDU14 SIMP PAB8 12" 18" (36) SIMP SDS 6x6 14445#

HOLDOWN SCHEDULE NOTES:1. ALLOWABLE LOADS ARE VALID FOR HOLDWONS FLUSH OR RAISED OFF SILL PLATE.

2. TABULATED LOADS MAY BE DOUBLED WHEN THE HDU IS INSTALLED ON OPPOSITE SIDES OF THE WOOD MEMBERPROVIDED EITHER THE POST IS LARGE ENOUGH TO PREVENT OPPOSING HOLDOWN SCREW INTERFERENCE, ORTHE HOLDOWNS ARE OFFSET TO ELIMINATE SCREW INTERFERENCE.

3. SIMP PAB8 SHALL USE A HEAVY HEX ANCHOR NUT.

SIMPSON HDUHOLDOWN SEEPLAN

SIMPSON PABANCHOR PERSCHEDULE

CONCRETE STEMWALL - REINFNOT SHOWN FORCLARITY

B.U. STUD COL PER PLAN ANDSCHEDULE - PROVIDESHEARWALL EDGE NAILING TOEACH STUD

SIMP SDS SCREWS PERSCHEDULE

SLAB ON GRADE

CONTINUOUS FOOTINGBEYONDPER PLAN AND DETAILS

EDGE OF ROUGH OPENING

WALL STUDS PER PLAN

TYPICAL HOLDOWN REQUIREMENTS

1/4" x 2 1/2"

1/4" x 2 1/2"

1/4" x 2 1/2"

1/4" x 2 1/2"

1/4" x 2 1/2"

STAT

EOF WASHINGTON

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1CJ-CJ

SECTION 1" = 1'-0"

2DEPRESS - S

SECTION 1" = 1'-0"

4REINF H

SECTION 1" = 1'-0"

3PIPE THRU

SECTION 1" = 1'-0"

5HOLDOWN - SIMP HDU

TYPICAL BEARING WALL ELEVATION

EQ EQ

SEE PLAN FOR SHEAR WALLSCHED, A.B. SIZE AND SPACING

(3)16dTYP

LAMINATE PL W/ 16d AT 12"O.C. AND LAP PER DETAIL

LOCATE HEADERS AT TOP OFOPENINGS UNLESS OTHERWISEINDICATED BY ENGINEER OR ARCH

(3) STUD B.U. COL TYP.U.N.O. W/ (1) FULL HGT.STUD TO WALL PL. SEEPLAN FOR SIZE OFSTUDS REQD. LAM W/16d AT 8" O.C. TYP

SIMPSON A35 AT EACH B.U.COL WHERE OPENINGWIDTH EXCEEDS 8'-0" TRTD PL TO

MATCHSTUD WIDTH

(2) 16d TOENAILSAT CTR FULLHGT STUDS

(2) 16d TYP

(2) 16dTOENAILSTYP

(1) HORIZ FULLWIDTH STUDS TOMATCH WALLSTUDS ATBOTTOM OF OPNG

(2) 16d INTO EASTUD AT TOP ANDBOT. PL (4) INTOSOLID COLUMN

NO HORIZ P.W. JOINTSFOR LENGTH OF STRAP

2X6 BLKG FULLLENGTH OF STRAP

HDR CONN TOFACE OF COL(3) 16d (TYP)

B.U. COL ORSOLID COLUMNPER FDN PLAN

DBL 2x AT SILL OFWINDOW ANDBELOW WALL INSERT

SIMP MST48AT PL BREAKSAND SPLICES

2X STUDS - SEE PLANSFOR SIZE AND

SPACING

SIMPSON H.D. WHERE REQD SEEPLANS FOR SIZE - FOR TYPINSTALLATION SEE

_____1S0.5

_____5S0.4

TYPICAL TOP PL SPLICE SCHEDULE

TYP

LAP

6"

LAP

TYPICAL

TOP PL SPLICE SCHEDULE

GRID LINE

CL SPLICE AND STRAP

STUD WALLPER PLAN

(2) ROWS 16dAT 6" O.C.

(2) 2x TOP PL - SEE PLANFOR WALL WIDTH

LAP LENGTH STRAP

6'-0" MIN NONE

PRE-ENGTRUSSESPER PLAN

SIMP DTC EA SIDEOF BLKG AT 8'-0"O.C.

SUSP CEILINGPER ARCH

INTERIOR NON-LOAD BEARING PARTITION WALL-

TRUSS PARALLEL TO PARTITION

1/2" CLR W/ FULL DEADLOAD ON ROOF

2x PARTITIONWALL PER ARCH

ROOF SHTG PER PLAN

(3) 16dTYP

31_2"

GWB PER ARCH, TYP

2 x 6 BLKG AT 8'-0" OCW/ (3) 16d EA END

PE TRUSSESPER PLAN

1/2" CLR W/ FULLDEAD LOAD

SHTG PER ARCH

PARTITION WALLPER PLAN/ ARCH

SIMP DTC CLIPAT 4'-0" OC MAX

INTERIOR NON-LOAD BEARING PARTITION WALL

.

GWB PER ARCH, TYP

12"

12"

15"

30"

SLANT NAILING ALONG COURSES: NONE REQ'D AT 2" DECK 8d AT 30" O.C. FOR 3" DECK

FACE NAILING TO SUPPORTS: 16d FOR 2" DECK 20d FOR 3" DECK

END JOINT NAILSWITHIN 12" MAX EASIDE FOR CONTROLLEDRANDOM LAYUP

SLANT NAILS SPACED30" ALONG EA COURSE- OFFSET 15" INADJOINING COURSES

ROOFBEAM PERPLAN

NAILING SCHEDULE

TIMBER DECKINGPER PLAN

SLANT NAILS SPACED30" ALONG EA COURSE- OFFSET 15" INADJOINING COURSES

PRE-DRILL DECKING AS REQ'DAT FACE NAILS TO PREVENTSPLINTTING

TWO NAILS PER COURSEINTO SUPPORTS

STAT

EOF WASHINGTON

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SECTION 1" = 1'-0"

2STUDWAL3

SECTION 1" = 1'-0"

1TOP PL SPLICE

SECTION 1" = 1'-0"

302-162

SECTION 1" = 1'-0"

4RF-A

SECTION 1" = 1'-0"

5TYPICAL DECK DETAIL

SHEAR WALL SCHEDULE

FOUNDATIONSILL PLATE

ATTACHMENT

2x BOTTOM PLATTACHMENT TO

WOOD BELOW

STUD SIZE ATADJOINING

PANEL EDGES

NAILING

10d COMMON(0.148" DIA x 2 1/4" MIN)15/32" APA RATED SHTG

2" O.C. EDGES12" O.C. FIELD




SPACINGSIZE

3/4" DIA AT48"O.C.

3/4" DIA AT48"O.C.

3/4" DIA AT32"O.C.

3/4" DIA AT16"O.C.

3x (12)

BLOCKINGSIZE

2x 2x FLATOR 2x

(3) ROWS16d AT 8"OCSTAGGERED

770 PLF



16d AT 6"OCSTAGGERED

600 PLF

460 PLF

310PLF

ASD ALLOWABLEUNIT SHEAR -

SEISMIC

15/32" APA RATED SHTG



10d COMMON(0.148" DIA x 2 1/4" MIN)



APA RATED SHEATHING SHEARWALL NOTES:

2x FLATOR 3x (12)

2x FLATOR 3x (12)

2x FLATOR 3x (12)

ASD ALLOWABLEUNIT SHEAR - WIND

SHEATHINGMARK

3x (12)

3x (12) 1078 PLF

840 PLF

645 PLF

435 PLF

CONDITION AT 2x6 AND LARGER WALLS

LOCATE EDGE OF PL WASHERWITHIN 1/2" OF SW SHTG

TYPICAL CONDITION

STUD WALLPER PLAN

A.B. PER SW SCHED - LOCATEAT CL WALL W/ STD CUTWASHER IN ADDITION TO PLWASHER

PL WASHER PER SW SCHEDAT EA A.B. - MIN 0.229"x3"x3"

ANCHOR BOLT DIAPLUS 3/16" MAX

1 3/4" MAX

SLOTTED HOLE SIZE SHOWNIS PERMITTED PROVIDEDSTD CUT WASHER IS ADDEDABV SLOTTED HOLE

SHTG PER SW SCHED

CL WALLAND A.B.

STANDARD (MINIMUM) PLATE WASHER

1. NAILS SHALL BE COMMON FROM AN AMERICAN OR CANADIAN MFR ONLY. MINIMUM NAIL PENETRATION INTO WOOD FRAMING SHALL BE 1 1/2" FOR10d NAILS. UNLESS NOTED OTHERWISE, NAIL DIAMETERS AND LENGTHS SHALL BE PER NOTE 6.1.3 OF THE STRUCTURAL NOTES. GALVANIZED NAILSSHALL BE HOT DIPPED OR TUMBLED.

2. APA RATED SHEATHING MATERIAL MAY BE EITHER PLYWOOD OR ORIENTED STRAND BOARD CONFORMING TO DOC PS 1 OR PS 2. SHEATHING MAY BEORIENTED EITHER HORIZONTALLY OR VERTICALLY.

3. SHEATHING PANELS SHALL NOT BE LESS THAN 4' x 8' EXCEPT AT SHEARWALL BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELSSHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.

4. ALL INTERIOR SHEAR WALLS HAVE BEEN DESIGNATED. ALL EXTERIOR WALLS WITHOUT DESIGNATION SHALL BE TYPE W6. WHERE THE SHEARWALLHAS BEEN DESIGNATED ON THE PLANS TO EXTEND ALONG LENGTHS OF WALLS WITH PENETRATIONS, SHEATHING AND NAILING OF THAT TYPE SHALL BEREQUIRED ABOVE AND BELOW WALL OPENINGS. OTHERWISE, SHEATHING AND NAILING ABOVE AND BELOW OPENINGS MAY BE TYPE W6.

5. UNLESS NOTED OTHERWISE, THE SHEARWALL DESIGNATION APPLIES TO FULL EXTENT OF WALL BETWEEN CORNERS OF WALLS.

6. SHEARWALLS SHALL RUN CONTINUOUS THROUGH BREAKS CAUSED BY INTERSECTING WALLS.

7. WHEN SHEATHING IS REQUIRED ON ONE SIDE ONLY, PLACE ON THE SIDE OF THE SYMBOL. WHERE THE SHEATHING IS NOTED ON TWO SIDES OF THEWALL, STAGGER VERTICAL PANEL JOINTS SUCH THAT JOINTS ON OPPOSITE SIDES OF THE WALL DO NOT FALL ON THE SAME FRAMING MEMBER.

8. NAIL SPACING INDICATED ON SCHEDULE APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING. NAIL SPACINGS OF 3" ON CENTER ORLESS AT ADJOINING PANEL EDGES SHALL BE STAGGERED. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM PANEL EDGES.

9. PROVIDE SHEATHING EDGE NAILING TO ALL COLUMNS WITH HOLDOWNS AND STUDS ATTACHED TO STEEL TUBE COLUMNS.

10. HOT DIPPED GALVANIZED FASTENERS SHALL BE USED TO ATTACH TO ALL TREATED WOOD MEMBERS. ELECTROPLATED FASTENERS ARE NOTACCEPTABLE.

11. SPACING OF WALL STUDS SHALL BE AS NOTED ON THE PLANS. SPACING OF STUDS SHALL NOT EXCEED 24" O.C.

12. WHERE NOTED, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL. TWO 2" NOMINALFRAMING MEMBERS SHALL BE PERMITTED TO BE USED IN LIEU OF A SINGLE 3" NOMINAL MEMBER PROVIDED THE 2" NOMINAL MEMBERS ARELAMINATED WITH (2) ROWS OF 16d SINKERS AT 7" O.C. STAGGERED AT WALL TYPE W3 AND AT 5" O.C. STAGGERED AT WALL TYPE W2.

13. ANCHOR BOLTS SHALL NOT BE SPACED GREATER THAN 48" OC, AND SHALL HAVE 7" MIN. EMBED. EXPANSION BOLTS SHALL HAVE 5" MIN EMBED. SEEDETAILS FOR TYPE OF CONNECTION REQUIRED. PROVIDE A MINIMUM OF (2) ANCHOR BOLTS PER PIECE, WITH ONE ANCHOR LOCATED NOT MORETHAN 12" OR LESS THAN 4" FROM EACH END OF EACH PIECE. AT NON-SHEAR WALLS, PROVIDE SPECIFIED ANCHOR BOLTS AT 48" OC MAX, UNLESSNOTED OTHERWISE.

14. FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER AT EA ANCHOR BOLT NO LESS THAN 0.229" x 3" x 3" IN SIZE. THE HOLE IN THEPLATE WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOTLENGTH NOT TO EXCEED 1 - 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHERSHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE FOUNDATION SILL PLATE. SLOTTED PLATE WASHERS SHALL BE A MINIMUM 4" x 4" FOR 2x6 WALLS,AND 6" x 6" FOR 2x8 WALLS.

15. STANDARD CUT WASHERS MAY BE SUBSTITUTED IN LIEU OF PLATE WASHERS FOR ALL TYPE W6 WALLS LONGER THAN 10 FEET.

16. FOR SHEAR WALLS FRAMED WITH ENGINEERED WOOD STUDS (LSL OR LVL), D.F. No. 2 2x FRAMING THAT MATCHES THE DEPTH OF THE STUDS MAYBE SUBSTITUTED FOR ENGINEERED WOOD AT ALL WALL FOUNDATION SILLS AND WALL TOP PLATES, AS WELL AS BLOCKING.

ENLARGE STANDARD PLATEWASHER AS REQ'D

3' MIN

.

LOCATE EDGE OF PLATEWASHER WITHIN 1/2" OF SWSHTG

..

.

.

3"

3"

..

W6

W4

W3

W2

WALL LEGEND:

PLAN ON WHICH IT IS NOTEDWALL ORIGINATING ON FLOOR/FOUNDATION

NOTED (HD?).SEE FOR HOLDOWN REQ'TSPLAN FOR COLUMN TYPE NOTED -PLAN ON WHICH IT IS NOTED - SEECOLUMN ORIGINATING ON FLOOR/FDN

SHEARWALL - SEE FOR REQ'TS.

WALL BELOW FLOOR/ROOF - SEE FLOOR ORFOUNDATION PLAN BELOW FOR REQ'MNTS

BEAM SUPPORTING FLOOR/ROOF FRAMING ONLEVEL ON WHICH IT IS NOTED - SEE FLOOR/FOUNDATION PLAN BELOW FOR COLUMN REQ'TS

HD?

-- _____1

S0.6

_____5S0.4

PRE-ENGINEERED METAL-PLATE-CONNECTED WOOD TRUSS NOTES:1. THE TRUSS ENGINEER SHALL BE A PROFESSIONAL ENGINEER LICENSED IN THE STATE

OF THE PROJECT.

2. THE TRUSS SHOP DRAWINGS SHALL INCLUDE A TRUSS PLACEMENT DIAGRAM ANDTRUSS DESIGN DRAWINGS. THE TRUSS PLACEMENT DIAGRAM SHALL SHOW EACHTRUSS, TEMPORARY AND PERMANENT BRACING REQUIREMENTS INCLUDINGPLACEMENT AND CONNECTION DETAILS, TRUSS TO TRUSS CONNECTION DETAILS ANDREQUIRED HARDWARE, AND OVERFRAMING PLACEMENT AND CONNECTION DETAILS.TRUSS DESIGN DRAWING SHALL BE SEALED BY THE TRUSS ENGINEER AND SHALLINCLUDE SLOPE, DEPTH, SPAN AND SPACING; LOCATION OF JOINTS AND SUPPORTS;NUMBER OF PILES; REQUIRED BEARING WIDTHS; DESIGN LOADS; DESIGN ADJUSTMENTFACTORS; REACTIONS; CONNECTOR NUMBER, TYPE AND SIZE; SIZE, SPECIES AND GRADEFOR EACH MEMBER; TRUSS TO TRUSS CONNECTIONS; MAXIMUM DEFLECTIONS FOR LIVEAND TOTAL LOAD; MAXIMUM AXIAL TENSION AND COMPRESSION FORCES IN EACHMEMBER; AND REQUIRED PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACINGAND THE METHOD AND DETAILS OF RESTRAINT/BRACING. SHOP DRAWINGS MAYCONTAIN THE MANUFACTURER'S ENGINEERING RESPONSIBILITY LIMITATIONS.HOWEVER, THE SHOP DRAWINGS SHALL MAKE NO STATEMENT AS TO ENGINEER OFRECORD RESPONSIBILITIES.

3. ALL ROOF TRUSSES SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF THETHE PRE-ENGINEERED TRUSS ENGINEER.

4. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THEROOF SHEATHING TO THE SUPPORTING STRUCTURE BELOW.

5. WHERE TRUSSES ARE NOT PROVIDED TO COMPLETE THE ROOF SYSTEM,OVERFRAMING MEMBERS AND THEIR CONNECTIONS SHALL BE PROVIDED.OVERFRAMING DETAILS SHALL BE INCLUDED IN THE TRUSS DESIGN DRAWINGS. INORDER TO PROVIDE LOADING CONDITIONS CONSISTENT WITH THE MODELING OF THETRUSSES, THE OVERFRAMING AND RELATED DETAILS SHALL BE DESIGNED UNDER THEDIRECTION OF THE TRUSS ENGINEER.

6. TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENTOF THE PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS EXCEPT WHERESPECIFICALLY INDICATED. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FORCHECKING THE TRUSS SHOP DRAWINGS FOR MEMBER LAYOUT, CONTRACTIBILITY, ANDQUANTITY TAKEOFFS.

7. ALL TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY THE TRUSS ENGINEERAND SHOWN IN THE TRUSS DESIGN DRAWINGS,

8. THE TRUSS ENGINEER SHALL VERIFY TRUSS BEARING CAPACITY ON HEM-FIR NO. 2PLATES.

9. WHERE TRUSSES ALIGN WITH SHEARWALLS, A SPECIAL TRUSS SHALL BE PROVIDEDTHAT HAS BEEN DESIGNED BY THE TRUSS ENGINEER TO TRANSFER THE SPECIFIC WINDOR SEISMIC LOAD SHOWN ON THE PLANS. THE TRUSS SHALL BE DESIGNED TOTRANSFER THE LOAD BETWEEN THE ROOF SHEATHING OR DECKING AND THESHEARWALL BELOW. THE TRUSS SHALL BE DESIGNED TO TRANSFER A MINIMUM OF 150PLF ALONG THE LENGTH OF THE TRUSS. THE SPECIAL TRUSS SHALL BE DESIGNEDCONSIDERING THE ACTUAL SUPPORT CONDITIONS AS SHOWN ON THE PLANS -HORIZONTAL REACTIONS SHALL BE RESISTED ONLY BY LATERAL FORCE RESISTINGELEMENTS SUCH AS SHEARWALLS.

10. ALL PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING REQUIRED FOR THESTABILITY OF THE TRUSS ELEMENTS UNDER GRAVITY LOADS, IN-PLANE WIND OR SEISMICLOADS, AND WIND UPLIFT LOADS SHALL BE DESIGNED BY THE TRUSS ENGINEER. WHERETHE TOP CHORD IS NOT DIRECTLY ATTACHED TO THE ROOF SHEATHING, THE TRUSSENGINEER SHALL DESIGN AND SHOW THE PLACEMENT OF ALL REQUIRED TOP CHORDBRACING AND CONNECTIONS ON THE TRUSS SHOP DRAWINGS. ANY BRACING LOADSTRANSFERRED TO THE MAIN BUILDING SYSTEM SHALL BE IDENTIFIED AND SUBMITTED TOTHE ENGINEER OF RECORD FOR REVIEW.

11. THE GENERAL CONTRACTOR SHALL PROVIDE TEMPORARY INSTALLATION,RESTRAINT/BRACING IN ACCORDANCE WITH BCSI-2008 BUILDING COMPONENT SAFETYINFORMATION - GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAININGAND BRACING OF METAL-PLATE-CONNECTED WOOD TRUSSES.

12. FOR TRUSSES SPANNING 60-FEET OR GREATER, THE GENERAL CONTRACTOR SHALLCONTRACT WITH A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECTFOR THE DESIGN OF BOTH TEMPORARY INSTALLATION RESTRAING/BRACING ANDPERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING.

STAT

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ROOF FRAMING NOTES - WOOD TRUSS CONSTRUCTION

1 ALL BEAMS SHALL HAVE 0" CAMBER UNLESS NOTED OTHERWISE.

2 VERIFY ALL TOP OF BEAM AND TOP OF WALL ELEVATIONS WITH ARCHITECTURALDRAWINGS.

3 VERIFY ALL DOOR AND WINDOW WIDTHS AND HEIGHTS WITH ARCHITECTURALDRAWINGS.

4 VERIFY SIZE AND LOCATION OF ALL MECHANICAL PENETRATIONS WITHARCHITECTURAL AND MECHANICAL DRAWINGS.

5 ALL SHADED AREAS SHALL BE OVERFRAMING AT 24" O.C. BY TRUSS MANUFACTURER.

6 BOTTOM CHORD ELEVATIONS MAY VARY. SEE ARCHITECTURAL DRAWINGS.

7 ALL SAWN HEADERS SHOWN SHALL BE 4x8 DF#2 UNLESS NOTED OTHERWISE.

8 ALIGN WOOD TRUSSES WITH STUDS BELOW WHERE SPACINGS ARE EQUAL

9 ATTACH NON STRUCTURAL WALLS TO ROOF PER DETAIL 3/S0.4 AND 4/S0.4

10 UNLESS NOTED OTHERWISE, SHEATHING SHALL BE UNBLOCKED AND ORIENTEDWITH LONG EDGE OF PANEL (OR FACE GRAIN IF PLYWOOD IS USED) PERPENDICULARTO SUPPORTS. PANELS SHALL BE STAGGERED WITH OFFSET JOINTS OCCURRINGOVER SUPPORTS. MINIMUM SHEATHING DIMENSION PERPENDICULAR TO SUPPORTSSHALL BE 24" UNLESS EDGES OF PANEL ARE BLOCKED.

11 FOR SPECIAL NOTES REGARDING PRE-ENGINEERED METAL-PLATE-CONNECTIONWOOD TRUSS DESIGN, COORDINATION AND FABRICATION, SEE "PRE-ENGINEEREDMETAL-PLATE-CONNECTION WOOD TRUSS NOTES."

12 ALL PRE-ENGINEERED WOOD TRUSS SPACINGS SHALL BE 2'-0" O.C. UNLESS NOTEDOTHERWISE.

13. ALL GLULAM BEAMS EXPOSED TO WEATHER SHALL BE EXTERIOR GRADE ANDPROPERLY SEALED TO PREVENT DECAY.

12" = 1'-0"1

WOOD FRAMED SHEARWALL SCHEDULE

1" = 1'-0"2

WALL LEGEND

FOUNDATION NOTES - CONVENTIONAL WOOD FRAMING

1. SEE SHEETS S0.1 AND S0.2 FOR STRUCTURAL NOTES, SHEETS S0.04 AND S0.05FOR TYPICAL DETAILS, AND SHEETS S0.2 AND S0.3 FOR TESTING ANDINSPECTION NOTES.

2. SEE ARCHITECTURAL/MECHANICAL DRAWINGS FOR DRAINS, SLOPES, ANDOTHER FLOOR DEPRESSIONS NOT SHOWN.

3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, AND WALLSNOT SHOWN.

4. VERIFY ALL WINDOW AND DOOR WIDTHS AND HEIGHTS WITH ARCHITECTURALDRAWINGS.

5. LOCATIONS OF TUBE STEEL COLUMNS LOCATED IN WALLS ARE SHOWNSCHEMATICALLY ON STRUCTURAL DRAWINGS. THE CONTRACTOR IS TOCOORDINATE LOCATION OF TUBE STEEL COLUMNS WITH ARCHITECTURALDRAWINGS.

6. COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATEDADJACENT TO OPENINGS AS DIMENSIONED BY THE ARCHITECT.SEEARCHITECTURAL DRAWINGS FOR DETAILS AT ALL WINDOW AND DOOR JAMBS.

7. SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE, SPACING, AND CALLOUTS ATNON-STRUCTURAL WALLS.

8. SEE THE SHEARWALL SCHEDULE FOR SHEATHING, NAILING AND ANCHOR BOLTREQUIREMENTS AT ALL WALLS INDICATED AS SHEARWALLS. EXTENT OF THESHEARWALL REQUIREMENTS INCLUDE THE TOTAL LENGTH OF THE WALLINCLUDING ABOVE AND BELOW WINDOWS AND DOORS UNLESS NOTEDOTHERWISE.

9. ALL LOAD BEARING WALL STUDS SHALL BE COVERED WITH A MIN. OF 1/2"SHEATHING (EITHER GWB, PW, OR OSB AS APPLICABLE) (1) SIDE OF STUDS.SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL COVERINGREQUIREMENTS. SEE SHEARWALL SCHEDULE FOR SHEATHING. NAILING ANDANCHOR BOLT REQUIREMENTS AT SHEARWALLS.

10. ALL 2X STUDS SHALL BE CONTINUOUS BETWEEN DETAIL CUTS. POSITIONBUILT-UP STUDS TO ALIGN WITH THE TRUSSES ABOVE.

11. COLUMNS INDICATED EACH SIDE OF WALL OPENINGS ARE (2) 2X STUDBUILT-UP COLUMNS FOR OPENINGS 3'-0" OR LESS AND (3) 2X BUILT-UPCOLUMNS FOR OPENINGS GREATER THAN 3'-0" AND AT HOLDOWN LOCATIONSUNLESS NOTED OTHERWISE.

12. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB, USEPOWDER ACTUATED FASTENERS AT 16" O.C.

13. SEE SOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORTREQUIREMENTS. THIS IS TO INCLUDE ALL EXCAVATION, FILL AND FILLPLACEMENT REQUIREMENTS.

14. SEE DETAIL 6/S2.1 FOR TYPICAL MASONRY TRASH / GENERATOR ENCLOSURE.REFERENCE ARCHITECTURAL SITE PLAN FOR LOCATIONS AND ADDITIONALDETAILS.

FOOTING SCHEDULEMARK SIZE REINFORCING REMARKS

F2.0 2'-0"x2'-0"x1'-0" (3) #5 EA WAY AT BOTTOM 3500 PSF SOIL BRG

F2.5 2'-6"x2'-6"x1'-0" (3) #5 EA WAY AT BOTTOM

F3.0 3'-0"x3'-0"x1'-0" (4) #5 EA WAY AT BOTTOM

2 x 6 DF #2 STUDSAT 16" OC TYP

6" CONCRETE STEMWALL TYP

4" CONCRETE SLAB ON GRADE - REINFW/ 6 x 6 W2.9 x W2.9 WWF AT CL SLABOVER 10-MILVAPOR BARRIER ANDCAPILLLARY BREAK PER GEOTECH

F2.5

6x6 DF No 1(2) 2x4 W/ HDU4

(2) 2x4 W/ HDU4

6x6 DF No 1 (3) 2x6 W/ HDU4

(2) 2x6 W/ HDU4

(2) 2x6 W/ HDU2

(2) 2x6 W/ HDU2

(2) 2x6 W/ HDU2

(2) 2x6 W/ HDU2

5 1/8 x 6 GL COL W/ HDU2 5 1/8 x 7 1/2 GL COL 5 1/8 x 7 1/2 GL COL 5 1/8 x 7 1/2 GL COL 5 1/8 x 6 GL COL

F2.5

F3.0 F3.0

F2.0F2.0

F3.0

1' - 6"

1' - 6

"

1' - 6"

1' - 6

" 1' - 6

"

1' - 6

"

1' - 6"

1' - 6

"

1' - 6"

1' - 6

"

W6

W6

W6

W6

W6

W6

W6

W6

W6

W6

(2) 2x6 W/ HDU2

W6

2S2.1

______ 2S2.1

______

2 x 6 DF No 2 AT 16" OCTYP UNO

1S2.1

______

1S2.1

______ 1S2.1

______

1S2.1

______

INTERIOR PARTITIONWALLS PER ARCH

DEPRESS SLAB 7" -COORD EXTENTS W/ARCH/ EQUIP MFR.SEE

DEPRESS SLAB 7" -COORD EXTENTS W/ARCH/ EQUIP MFR.SEE

F2.0 F2.0

HSS 4x4x1/4 W/PEELER POLECOL WRAP PERARCH

HSS 4x4x1/4 W/PEELER POLECOL WRAP PERARCH

1' - 6"

FULL HEIGHT(2) 2 x 6 STUDS AT 16" OC

3S2.1

______

3S2.1

______

3S2.1

______

SIM

5S2.1

______

6S2.1

______

1' - 6"

1S2.1

______

3S2.1

______

CANTILEVERED TUBE STEELFRAMES FOR COUNTERSUPPORT - ALIGN W/MULLION LOCATIONS - 3'-0"OC MAX SEE

23' - 3 1/2" 18' - 3 1/2" 20' - 0" 19' - 0" 18' - 3 1/2" 4' - 3 1/2"

_____2S0.4

KITCHEN HOOD ABV- SEE SHEET S1.2

_____2S0.4

FLOOR SINK PER ARCH/KITCHEN DRAWINGS

FLOOR DRAINSPER ARCH

DEPRESS SLAB 1/2"FOR WOM PER ARCHSEE

DEPRESS SLAB 1/2"FOR WOM PERARCH SEE_____2

S0.4

_____2S0.4

CONTROL JOINTS PER _____1S0.4 FLOOR SINK PER ARCH/

KITCHEN DRAWINGS

FLOOR DRAINSPER ARCH

6S2.1

______

STAT

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3/16" = 1'-0"1

FOUNDATION PLAN

NOTES:

1. SEE SHEET S0.1 AND S0.2 FOR STRUCTURAL NOTES ANDSHEET S0.2 AND S0.3 FOR TESTING AND INSPECTIONNOTES.

2. FOR TYPICAL DETAILS SEE S0.4 AND S0.5.

3. FOR SCHEDULES AND PLAN NOTES SEE S0.6.

4. ALL EXTERIOR WALLS SHALL BE SHEARWALL TYPE SW-6,

TYP. UNO. REFERENCE PAGE S0.6 FOR SHEARWALLSCHEDULE.

OVERFRAMING BYTRUSS MFR, TYP ATSHADING

P.E. GABLE ENDGIRDER TRUSSSEE

5 1/8 x 13 1/2 GL

GABLE END TRUSS

GABLE END TRUSS

2 x 6 OUTLOOKERSAT 24" OC - 3 x 6OUTLOOKERS ATLOC OF ARCH 6 x 6OUTRIGGERS. SEEDETAIL

2 x 6 OUTLOOKERSAT 24" OC - 3 x 6OUTLOOKERS ATLOC OF ARCH 6 x 6OUTRIGGERS

5 1/8 x 18 GL

5 1/8 x 18 GL5 1/8 x 18 GL 5 1/8 x 18 GL

PRE-ENGR TRUSSES AT 24" OC GIRD

ER T

RUSS

GIRD

ER T

RUSS

PRE-ENGR TRUSSES AT 24" OC

PRE-ENGR TRUSSES AT 24" OC

3'-0" MIN 3'-0" MIN

PRE-ENGRTRUSSES AT 24" OC

PRE-ENGRTRUSSES AT 24" OC

LOW ROOF AREA:PRE-ENGR TRUSSESAT 24" OC

OVERFRAMING BYTRUSS MFR, TYP

6 x 12

DF

No 2

LOW

BM

6 x 12

DF

No 2

LOW

BM

6 x 12 DF No2 LOW BM6 x 12 DF No 2SLOPED

6 x 12 DF No 2SLOPED

4 x 8 DF No 2 BEAMSAT 48" OC

2 x 6 SLOPEDRAFTERS AT 24" OC

19/32" APA RATED (40/20) STRUCTURAL SHTG(P.W. OR OSB) NAIL W/ 10d AT 6" OC. ATSUPPORTED PANEL EDGES 12" OC. FIELDSTAGGER JOINTS AND LAYUP AS SHOWN

1S3.1

______

4S3.1

______

1S3.1

______

5S3.1

______

3S3.1

TYP______

4S3.1

______

1S3.1

______

6S3.1

______

2 x 6 OUTLOOKERS AT 24" OC -PROVIDE 3 x 6 OUTLOOKERSAT LOC OF ARCH 6 x 6OUTRIGGERS. SEE

1S3.2

______

2S3.2

______

2 x 6 OUTLOOKERS AT 24" OC- PROVIDE 3 x 6 OUTLOOKERSAT LOC OF ARCH 6 x 6OUTRIGGERS. SEE DETAIL

2 x 6 LOW ROOF FRAMING AT16" O.C. MAX - SEE DETAIL

3S3.2

______

_____4S3.2

_____6S3.2

ROOF ACCESSDOOR PER ARCHAND

_____4S3.2

1S3.3

______

5S3.2

______

_____4S3.2

ROOF SLOPEPER ARCH TYP

2S3.3

______

5S3.1

______

EF-4 - 200#

TYP

4S3.2

______

_____6S3.2

REF. RACK - 1500#

HP-2 825# HP-1 - 1400#

KITCHEN HOOD BELOW -900#. HANG FROM TRUSSBOT CHORD W/ THREADEDROD PER DETAIL_____3

S3.5

MECHANICAL UNIT IN ATTICSPACE - SUPPORT MECHUNIT FROM BLOCKING SIMTRUSS MFR TO COORDTRUSS WEB SPACING WITHDUCTWORK LAYOUT PERMECH PLANS.

_____3S3.5

4S3.3

______

1S3.5

______

2S3.5

______

2 X 8 SLOPEDAT 24" OC

2 x 8 SLOPEDAT 24" OC

_____3S3.2

2 x 8 FLAT AT 24" OC

GIRDER TRUSS

GIRDER TRUSS

(2) 2 x 8 W/ FRAMEDWALL ON TOP

3x4 FLAT BLOCKING FOR (8)BAYS WITH SIMPSON CMST12STRAP x 16'-0" L . CENTER STRAPON GIRDER TRUSS AND NAIL W/10d NAILS.

3x4 FLAT BLOCKING FOR (8)BAYS WITH SIMPSON CMST12STRAP x 16'-0" L . CENTER STRAPON GIRDER TRUSS AND NAIL W/10d NAILS.

FOR ATTIC FLOORFRAMING BELOWSEE_____2

S1.2

3S3.3

______

3S3.1

TYP______

SIMPSON MST72FROM BEAM TOTOP PLATE -CENTER ON JOINT

GIRD

ER T

RUSS

GIRD

ER T

RUSS5

S3.2______

HP-2 825# HP-1 - 1400#

2 x 12 LADDER FRAMINGAT 16" OC BOTTOM FLUSHWITH TRUSS BTM CHORDS

GIRDER TRUSS

GIRDER TRUSS

10' -

0"

ATTIC ACCESS PER ARCH

STAT

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3/16" = 1'-0"1

ROOF FRAMING PLAN

NOTE:

1. SEE SHEET S0.01 FOR STRUCTURAL NOTES ANDSHEET S0.02 FOR TESTING AND INSPECTION NOTES.



4. ALL HEADERS SHALL BE 4 x 8 DF #2, TYP. UNO.

3/16" = 1'-0"2

ATTIC FRAMING PLAN

11

12

A1 B1 C1

SEE CIVIL AND FUELDRAWINGS FOR SITEPAVING

48" DIA x 6'-0" DP FTG.TYP (6) PLACES

HSS10 x 10 x 5/8 HSS10 x 10 x 5/8 HSS10 x 10 x 5/8

HSS10 x 10 x 5/8 HSS10 x 10 x 5/8 HSS10 x 10 x 5/8

4S2.1

______

11

12

A1 B1 C1

8 3/4 x 19 1/2 GL 8 3/4 x 19 1/2 GL

8 3/4 x 19 1/2 GL 8 3/4 x 19 1/2 GL8 3/4 X 21 GL(SLOPED) TYP(6) PLACES

8 3/4 x 19 1/2 GLFLAT (BELOW)TYP (3) PLACES

1/2" SHTG

2 x 6 T&G DECKING

8 3/4 x 9 GL COL 8 3/4 x 9 GL COL 8 3/4 x 9 GL COL

7S3.1

______

TYP

TYP

2S3.4

______

1S3.4

______

6 3/4 X 13 1/2 GL AT 4'-0" OC.SPLICE AT CENTER BEAM ATCONTR OPTION

STAT

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PLAN VIEW 1/8" = 1'-0"

2FUEL CANOPY FOUNDATION PLAN

PLAN VIEW 1/8" = 1'-0"

1FUEL CANOPY ROOF FRAMING PLAN

NOTE:

1. SEE SHEET ____ FOR STRUCTURAL NOTES ANDSHEET ____ FOR TESTING AND INSPECTION NOTES.



EDGE NAILING

SHTG PER SHEARWALLSCHEDULE

EDGE NAILING

#5 VERT AT 24" O.C.AT CL OF WALL - ALTHOOK

FLAT BLKG ATHORIZ PNL JNTSWHERE REQD

STUD WALL PER PLAN

TRTD PL W/ A.B. PERSHEARWALL SCHED

#5 HORIZ AT 16" O.C. MAX

INSUL PER ARCH

(2) #5 CONT

EQ 5 1/2" EQ

PER PLAN

CLR3"

10"1'

- 6" M

IN

6" M

IN

SUBGRADE PERGEOTECHRECOMMENDATONS

SITE PAVING PER CIVIL.ARCH WHERE OCCURS

SOG PER PLAN. POURTHROUGH ATDOORWAYS SIM TO _____3

S2.1

6"

EDGE NAILING(BOTH SIDES)

SHTG PER SHEARWALLSCHEDULE - ONE ORBOTH SIDES WHEREINDICATED

EDGE NAILING

FLAT BLKG ATHORIZ PNL JNTSWHERE REQD

STUD WALL PER PLAN

TRTD PL W/ EXP BOLTPER SHEARWALL SCHED

1' - 0

"

11

PER PLAN (2) #5 CONT

3"

PER PLAN

PER

PLAN

T.O.F.PER PLAN

SITE PAVING PER CIVIL

GLAZING PER ARCHDOORWAY AT SIM

SLAB ON GRADE PERPLAN. TURN DOWN EDGEAND REINF AS SHOWN

PER

PLAN

SUBGRADEPER GEOTECH

INSUL AS REQ'DPER ARCH

(2) #5 CONT

2

1

CLR3"

2" TYP

2" T

YP

CL FOOTING AND COL

HSS COL PER PLAN

(4) #7 HAIRPINSEA DIRECTION24" W/ STD HOOK

(4) #4 TIES AT4" OC W/ BALAT 12" OC

24" E

MBED

FTG PER PLAN CASTAGAINST UNDISTURBEDSOIL OR IN CORRUGATEDPLASTIC PIPE

3/4" GROUT

1 1/2" PL - 22" x 22" W/ (8)1" DIA ANCHOR BOLTS

5/8

PAVING PER CIVIL/FUEL TANK ENGR

PEELER POLE COLWRAP PER ARCH

DISPENSER ISLAND - SEEFUEL TANK DRAWINGS

PER PLAN

PER

PLAN

6"

1' - 1

"

TOP OF FTG/ BOTOF FUEL DISPENSERISLAND

6"1/2

" CLR

2"

CUT POLE ON HSSDIAGONAL

(2) 3/4" DIA GALV THRU BOLTSTOP AND BOT. CSK AND PLUGAS REQ'D PER ARCH

PROVIDE GALV 1/2" PLSPACERS TO HOLD PEELERPOLE OFF CONCRETE

COL PER PLANFULL HT

SIMP A35 EA SIDEOF COL

PT BOT PL PERSHEARWALL SCHED

SLAB ON GRADEPER PLAN

FTG PERPLAN/ SCHED

SITE PAVINGPER CIVIL

0'-0"T.O.S.

_____SEEFORCALLOUTSIN COMMON

1S2.1

EMBE

D

8"

1 1/2" CLR

1 1/2"1 1/2"

1/4

3/4" BASEPLATE W/ (4) 3/4" DIA AB

3/4" GROUT

24" DIA CONC PLINTH

(2) #4 TIES AT 4" OC AT TOPW/ BALANCE AT 12" OC

0'-0"T.O.S.

T.O. PLINTHPER ARCH

SITE PAVING PER CIVIL

(6) #5 VERT EQSPACED W/ STD 90-DEG HOOK TO FTG

FTG PER PLAN/ SCHED


HSS COL PER PLAN

2"6"1/2

" CLR

CUT POLE ON HSSDIAGONAL

(2) 3/4" DIA GALV THRU BOLTSTOP AND BOT CSK AND PLUGAS REQ'D PER ARCH

PROVIDE GALV 1/2" STL PLSPACERS TO HOLD PEELERPOLE OFF CONC

3'-0"

3" C

LR 10"

PER

ARCH

6'-8"

MAX

1'-6"

MIN

EQ EQ

LAP 48 BAR DIA'S

PLAN VIEW - TYPICAL CORNER REINF

PLAN VIEW - TYPICAL END OF WALL REINF

LAP 48 BAR DIA'S

A

B

TYP WALL VERTREINF (3) PLACES

HORIZ REINFPER DETAIL

CORNER BARSTO MATCH HORIZBOND BM SIZE ANDSPACING

VERT REINFPER DETAIL

LOCATE WALLVERT AT CORNERBAR HOOK

1/2" CLR TYP

8" CMU PER PLAN ANDSCHED - GROUT SOLID

TYP WALL VERTREINF - (2) PLACES

DOWELS TO MATCHHORIZ BOND BMREINF - TERMINATEW/ STD 90 DEGHOOK - ORIENTHOOK UP OR DOWNAT CONTR OPTION

1/2" CLR TYP

METALFLASHINGPER ARCH

(2) #5 HORIZAT 48" OC

#5 VERT AT 48"OC W/ STD HOOKTO FTG - ALTHOOK DIRECTION

8" FULLYGROUTEDCMU WALLSITE PAVING

PER CIVILCONC FTG

(3) #5 CONT

#5 TRANSV AT12" OC

COMPETENTBRG SOIL

STAT

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SECTION 1" = 1'-0"

1SECTION

SECTION 1" = 1'-0"

201-005

SECTION 1" = 1'-0"

3FD-3

SECTION 1" = 1'-0"

4FD-4

SECTION 1" = 1'-0"

5FD-5

SECTION 1" = 1'-0"

6FD-6

SECTION 1" = 1'-0"

7FD-7

1'-6" MAXPER ARCH

3'-0"

MAX

PER

ARCH

1 1/4"

1"

4 1/2"

5 1/2"

1/2"

TYP

3/4"

STOREFRONT PERPLAN, FRAMED WALLAT SIM

3/16" END PL AT2:1 SLOPE

HSS 3 x 1 x 3/16 FLAT

HSS 2 x 2 x 1/4 ALIGNW/ WINDOW MULLIONS- 3'-0" OC MAX

1/2" BASE PL W/ (4) 3/8"DIA x 3 1/4" SCREWANCHORS

CONC FNDN PER PLANAND DETAILS

3/16

1/4

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SECTION 1" = 1'-0"

1FD-8

(5) 16d THRUSTUD INTO BM

CONTINUE DOUBLE TOPPLATES OVER BMS

GL BM OR SAWNHEADER PER PLAN

B.U. COL PER PLANPROVIDE MIN (1) STUDFULL HEIGHT TO TOPPL - LAMINATE ALL W/16d AT 12" OC

12

12

ROOF BOUNDARYNAILING INTO 2x BLKG

SIMP H2.5 EA OUTRIGGER

2x6 OUTRIGGERS AT 24" O.C. W/SIMP U24 HANGER TYP

10d AT 4" O.C. INTO BLKG

SHEARWALLEDGE NAILING

PRE-ENGINEEREDGABLE END TRUSS WITHVERTICALS AT 24" O.C. MAX -MFR/SUPPLIER SHALLDESIGN FOR OUT OF PLANEWIND FORCE

2x6 BRACE AT 6'-0"O.C. W/ (4) 16d INTOBLGK EA END

SIMP A34 ATEA 2X6


SHTG PER PLAN ANDSHEARWALL SCHEDULEFULL HEIGHT TO ROOF

2x6 AT 6'-0" O.C. AT ROOFAND CEILING W/ SIMP U24 EA END

(2) 2x6 TOP PL - LAMINATE W/ 16d AT12" O.C. - LAP SPLICES PER

2x STUD WALL PER PLAN

2x BLKG W/ SIMP RBCAT 24" O.C.

2x FASCIA

PER ARCH

51 _ 2"

2'-0" 2'-0"2'-0"

_____1S0.5

ROOF BOUNDARYNAILING

2x VENTED BLKG W/SIMP A35 AT 24" O.C.

10d AT 6"O.C. SIMP H2.5 EA TRUSS - (2) AT

GIRDER TRUSSES UNO

(2) 2x TOP PL

2x STUD WALL ALIGNSTUDS W/ TRUSSESWHERE SPACING ISEQUAL

SHTG PERPLAN AND SWSCHED

EDGE NAILING

PRE-ENG TRUSSPER PLAN

ROOF SHTG PERPLAN

CONT 2x FASCIAPER ARCH

VENT

PER ARCH

DEPT

H12

" HEE

L

OVERFRAMINGPER PLAN PERTRUSS MFR

BNDRYNAILING

PRE-ENGTRUSSES

GIRDERTRUSS

2x BLKG ATPW EDGES

PRE-ENGINEERED TRUSSTO GIRDER TRUSSCONNECTION BY TRUSSMFR/SUPPLIER

PRE-ENGTRUSSESBNDRY

NAILING

CONTINUE ROOFSHEATHINGPER PLAN

2'-0"TYP

TRUSSES

EDGE NAILINGATEDGE OFOVERFRAMING

BLOCKING BELOW

ROOF SHTG EDGENAILING ATOVERFRAMING SHTG

(2) 16d AT EAEND BLKG

51 _ 2"

81_ 2"

51 _ 2"

BM PER PLAN ONEOR BOTH SIDES ASOCCURS

POST PER PLAN

SIMP HUC CONCEALEDFLANGE HGR- FILL ALL NAIL HOLES

DBL 2 x 6 TOP PL, CONTLAP PER_____1

S0.5

SIMP A35 EA SIDE OFCOL TO TOP PL

4"6"

2"

1 1/2"

3" 3"

1 1/2"

CL CL

1/2" PL - 12" x ASREQ'D W/ (4) 3/4"DIA THRU BOLTS

HSS COL PER PLAN

1/2" CAP PL WELDALL AROUND

BM PER PLAN

1/4

1/4

BM PER PLAN



1S3.4

SECTION 1" = 1'-0"

303-076

SECTION 1" = 1'-0"

402-167

SECTION 1" = 1'-0"

102-150

SECTION 1" = 1'-0"

202-157

SECTION 1" = 1'-0"

502-184

SECTION 1" = 1'-0"

6RF-6

SECTION 1" = 1'-0"

7RF-7

STAT

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PER ARCHT.O. PARAPET

PRE-ENGR TRUSSPER PLAN

ROOF SHTG PER PLANSHTG PER PLAN/SHEARWALL SCHED

SIMP H2.5 AT EA STUD.PROVIDE 2 x 4 x 2'-0" BLKGWHERE STRAP DOES NOTALIGN W/ TRUSS

FULL HT STUDS PER PLAN

6 x 8 BLKG BTWN STUDS

HGR BY TRUSS MFR

(2) 2x STUDS PERPLAN LAMINATEW/ 16D AT 8" OC

SIMP A35 EASTUD TO 6 x 8

(3) 16d EA END

PER ARCH

PER ARCHT.O. WALL

2 x 6 STUDS AT16" OC

OUTLOOKERSPER PLAN ROOF SHTG

PER PLANSIMP H2.5 EA STUD

VARIES PER ARCHT.O. ROOF

2 x 6 LEDGER W/(2) 16d EA STUD

2 x 6 WALL PER PLAN1/2" SHTG NAIL W/10d AT 6" OC ALLSUPPORTS

GABLE END TRUSSAND BRACING PERPLAN AND DETAILS

2 x 6 LEDGER W/(2) #10 x 3 1/2" SCREWS AT16" OC INTO TOP PLATES

2 x 6 JOIST AT 16" OCW/ SIMP IUS HGRALIGN W/ STUDS

SHTG PER PLAN/ SCHEDSHEATHE AS WALL TYPEW6 TYP UNO

PER ARCHT.O.W.


4S3.1

4"

6" MAX

2 x 6 BTWN TRUSSESW/ SIMP U26 HANGER

TRUSSES PER PLAN

2 x 4 EA JOIST W/A35 AT TOP

2 x 6 JOIST AT EASTUD - 16" OC MAX

(4) 16d

CONT 2 x 6 EDGEBOARD W/ (2) 16dEA JOIST

COORD W/ TRUSS PANEL POINT2x OVERHANG MIN

(4) 16d JOIST TO STUD

1/2" SHTG

PER PLAN

PER ARCH

4'-6" MAXOVERHANG PER ARCH

CONT 2 x 6 EDGE BOARDW/ (2) 16d EA JOIST

2 x 6 x 0'-6" CLEAT W/(5) 16d NAILS

PE GABLE END GIRDERTRUSS PER PLAN

PROVIDE ACCESSTHROUGH TRUSSPER

PE TRUSSES PER PLAN

ATTIC FLOOR FRAMINGPER PLAN - HANGERSPER TRUSS MFR

SLOPED ROOFFRAMING PER PLAN -HANGERS PER TRUSSMFR

2x6 FRAMED WALLPER PLAN

ROOFSHEATHINGPER PLAN

_____6S3.2

FLAT ROOFFRAMING PER PLANW/ OVERFRAMINGPER TRUSS MFR 3' - 0"

5' - 3

"

GABLE END TRUSS BY TRUSS MFR.PROVIDE VERT MEMBERS AT 24" OCMAX, EXCEPT AS NOTED AT ACCESSDOOR OPENING

TRUSS ENGR SHALL SPACE WEBMEMBERS TO PROVIDE 3'-0" x 5'-3"ROUGH OPENING FOR ACCESSDOOR THRU TRUSS. LOCATEOPENING AT CL OF TRUSS

GIRDER TRUSS PER PLANGIRDER TRUSS PER PLAN

DIAPHRAGMEDGE NAILING

ROOF SHTGPER PLAN

3 x 6 OUTLOOKERALIGNED W/ LOCATIONOF 6 x 6 BELOW - SEEPLAN FOR LOCATIONS

2x BLOCKING

GABLE END TRUSSPER PLAN ANDTRUSS MFR

SHTG PERSHEARWALL SCHED

GALV 1/4" DIA x 10" LAGSCREWS W/ 2" MIN EMBED INTOOUTLOOKER ABV CSK 3/4" MAXTYP (2) PLACES

ARCH 6 x 6 OUTRIGGER AT48" OC LOCATE PER PLAN

2 x 4 BLKG x 0'-5" ATLAG SCREW LOCATIONTYP (2) PLACES

CONT 2 x 6RIM BOARD

(2) 16d NAILS


4S3.1

STAT

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SECTION 1" = 1'-0"

1RF-8

SECTION 1" = 1'-0"

2RF-9

SECTION 1" = 1'-0"

3RF-10

SECTION 1/2" = 1'-0"

5RF-12

SECTION 1/2" = 1'-0"

6RF-13

SECTION 1" = 1'-0"

4RF-11

DIAPHPRAGM EDGE NAILING

ROOF SHTG PER PLAN

SHEARWALL EDGENAILING

SHEARWALL BTWN TRUSSESMATCH TYPE OF WALL BELOWPER PLAN (NO JOINTS IN SHTGPERMITTED THIS PANEL)


INT SHEARWALL PERPLAN/ SCHED

PE TRUSS PER PLAN

BOT PL CONN PERSHEARWALL SCHED

2 x 4 STUD EA SIDEOF EA TRUSS

1 1/2"9"1 1/2"1/2" PL - 8 1/2" x 5 1/2"W/ (2) 3/4" DIA GALVTHRU BOLTS

1/4

1 1/2"3"1 1/2"

1 1/2"

4"

3"1 1/2"

2"

1 1/2"

3"4"

4"

1 1/2"

1/2" PL - 6" x 5 1/2" W/ (2) 3/4"DIA GALV THRU BOLTS

1/2" PL - 5 1/2" x 5 1/2" W/ (4)3/8" DIA x 4" GALV LAGSCREWS TO BM BELOW

1/2" PL - 8 1/2" x12" W/ (4) 3/4" DIATHRU BOLTS

1/2" CAP PL -6" x BM WIDTH

HSS COL PER PLAN

PEELER POLEPER ARCH

1/2" PL - 4 1/2" x 6" W/ (2)3/4" DIA GALV THRU BOLTSTYP EA JOIST

1/2" PL - 5 1/2" x JOISTWIDTH W/ (4) 3/8" DIA x4" GALV LAG SCREWSTO BM BELOW AT 2"GA AND 3" SPACINGTYP EA JOIST

1/4

1/4

1/4

1/4

1/4

6"

3"

2" 2"

3"3"

2" 2"

3"

3/4" DIA GALVTHRU BOLTS TYP

BM PER PLAN

3 x 10 DF No.2 EASIDE OF BMS

BM PER PLAN


2S3.3

1 1/2" 4"

1 1/2"

3"3"

3"

1 1/2" 4"

2"3"

1 1/2"

3/4" 4" 3/4"

3/4"

3"3"

3"3/4

"

1/2" KERF PL - 5 1/2" x 101/2" W/ (3) 3/4" DIA GALVTHRU BOLTS

1/2" PL - 5 1/2" x 1O1/2" W/ (8) 3/8" DIA x 4"GALV LAG SCREWS

SIMP A35 AT BLOCKING

(2) 2x BLKG AT ROOF BMCONNECTIONS

PE TRUSSES PERPLAN


1S3.1

SOLID WOOD BLKG - MIN 3"WIDTH. ATTACH TO ROOF SHTG/BLKG BELOW W/ A35 EA SIDE

ROOF JOISTS PER PLAN

1/2" PL - 3 1/2" x 6 1/2" W/ (4)3/4" DIA x 4" GALV LAG SCREWS

1/2" KERF PL - 5 1/2" x 6 1/2"W/ (2) 3/4" DIA GALV THRUBOLTS

4x ROOF BEAM PER PLAN

6x ROOF BM PER PLAN

1/4

1/4

STAT

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SECTION 1" = 1'-0"

1RF-14

SECTION 1" = 1'-0"

2RF-15

SECTION 1" = 1'-0"

3RF-16

SECTION 1" = 1'-0"

4RF-17

3"3"

4" 4" 2"

4"6"

2"

2"6"

2"

2" 4 3/4" 2"


1/2" KNIFE PL - 12" x AS REQ'D W/(4) 3/4" DIA GALV THRU BOLTS

BM PER PLAN

1/2" PL - 8 3/4" x 8 3/4" W/ (4)3/4" DIA x 8" LAG SCREWS AT4 3/4" SPCG AND 5" GA

1/2" KNIFE PL - 8 3/4" x AS REQ'D W/(4) 3/4" DIA GALV THRU BOLTS

ROOF SHTG PER PLAN

TONGUE AND GROOVEDECKING PER PLAN SEEFOR TYP INSTALLATION

ROOF JOIST PER PLAN -NOTCH AT BRG PERARCH - 3" MAX. OKAY TOSPLICE AT CL OFSUPPORTING BM

1/2" KNIFE PL - 7 1/2" x 11" W/3/4" DIA GALV THRU BOLTSAT 8" SPCG

1/2" PL - 6 3/4" x 8 3/4" W/ (4)1/2" DIA x 6" GALV LAGSCREWS AT 5" SPCG AND4" GA TYP AT JOIST CONN

BM PER PLANBIRDSMOUTH AT BRG

HSS COL PER PLAN

_____5S0.5


7S3.1

7S3.1

______

1/4

1/4

1/4

1/4TYP

2" 4" 4"

6"

2"4"

6"

2"4"

4"2"

6"4"

2" . 2"

ROOF JOISTS PER PLAN

SLOPED ROOF BM'SPER PLAN

1/2" BRG PL - 8 3/4" x 9"

KING POST PER PLAN

1/2" PL - 8" x 12" W/ (4)3/4" DIA GALV THRUBOLTS AT 4" GA

1/2" PL - 8" x 10" W/ (4)3/4" DIA GALV THRUBOLTS AT 4" GA

1/2" BRG PL - 8 3/4" x 9"

ROOF BM PER PLAN

1/2" KNIFE PL - 9" x 12" W/ (4)3/4" DIA GALV THRU BOLTS

1/2" KNIFE PL - 12" x20" W/ (8) 3/4" DIAGALV THRU BOLTS

1/4

1/4TYP


1S3.4

5"

STAT

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SECTION 1" = 1'-0"

1RF-18

SECTION 1" = 1'-0"

2RF-19

T.O. PARAPET22'-0" DBL TOP PL

2 x 6 AT 12" OC

1/2" SHTG NAIL W/ 10d AT6" OC PANEL EDGES AND12" OC PANEL FIELD

SIMP H2.5 EA STUD TOGIRDER TRUSS

2 x 6 BOT PL W/ (2)ROWS 16d AT 8" OC

PE LOW MECH ROOFTRUSSES PER PLAN

PE GIRDER TRUSSPER PLANHGR PER TRUSS MFR/ ENGR

PE JACK TRUSS PER PLAN

ROOF SHTG PER PLAN

2x FRAMED WALL AS REQ'DTO ALIGN EXT FACE OFPARAPET W/ WEST WALL

MECH ROOF

MIN6"

MECH UNIT PER PLAN/EQUIP DRAWINGS

LEVEL 4x CURB W/ SIMPA35 AT 24" OC MAXFROM CURB TO ROOFSHTG AT PERIMETER

ROOF SHTG PER PLAN

PE TRUSSES PER PLANMFR SHALL DESIGNFOR CONCENTRATEDEQUIP LOADS SHOWNPER PLAN

+/- 3' - 10" +/- 1' - 6"

PE TRUSS BY MFR - DESIGNFOR 200# CONCENTRATEDLOAD AT EA HGR LOCATION

4 x 6 BLKG ATTRUSS BOT CHORDW/ SIMP LUS HGR

SQ PL WASHERAND NUT, TYP

3/4" DIA THREADEDROD HGR, TYP

HGR ANGLE BYHOOD MFR, TYP

KITCHEN HOOD PERPLAN - SEE FOODSERVICE DRAWINGSFOR ADDL INFO

PARTITION WALLPER PLAN

STAT

EOF WASHINGTON

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SECTION 1" = 1'-0"

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2RF-21

SECTION 1" = 1'-0"

3RF-22

Q: 6 013920 STRNON CADSUBMITTALS 6-08-05 100% CD …whhnfs.com/docs/06 Structural.pdf ·...

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