Post on 26-Apr-2018
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
EOF WASHINGTON
STRUC TUR A L ENGIN
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2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
EOF WASHINGTON
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H
PROFESS I ONAL ENG I N
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2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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.
STAT
EOF WASHINGTON
STRUC TUR A L ENGIN
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N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
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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
AISC 360 TABLE N5.4-2
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
AISC 360 TABLE N5.4-3
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
AISC 360 TABLE N5.6-1
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
AISC 360 TABLE N5.6-2
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
AISC 360 TABLE N5.6-3
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
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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SECTION 1" = 1'-0"
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
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
3" O.C. EDGES12" O.C. FIELD
4" O.C. EDGES12" O.C. FIELD
6" 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
(2) ROWS16d AT 6"OCSTAGGERED
(2) ROWS16d AT 8"OCSTAGGERED
16d AT 6"OCSTAGGERED
600 PLF
460 PLF
310PLF
ASD ALLOWABLEUNIT SHEAR -
SEISMIC
15/32" APA RATED SHTG
15/32" APA RATED SHTG
15/32" APA RATED SHTG
10d COMMON(0.148" DIA x 2 1/4" MIN)
10d COMMON(0.148" DIA x 2 1/4" MIN)
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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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.
2. FOR TYPICAL DETAILS SEE S0.03 AND S0.04.
3. FOR SCHEDULES AND PLAN NOTES SEE S0.05.
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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
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NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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.
2. FOR TYPICAL DETAILS SEE S0.03 AND S0.04.
3. FOR SCHEDULES AND PLAN NOTES SEE S0.05.
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
PEELER POLE COLWRAP PER ARCH
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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
STAT
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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
SHEARWALLEDGE NAILING
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
PEELER POLE COLWRAP PER ARCH
_____SEEFORCALLOUTSIN COMMON
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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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.
_____SEEFORCALLOUTSIN COMMON
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
_____SEEFORCALLOUTSIN COMMON
4S3.1
STAT
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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, WA 9
8375
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)
SHEARWALLEDGE NAILING
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
_____SEEFORCALLOUTSIN COMMON
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
_____SEEFORCALLOUTSIN COMMON
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
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
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39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
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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"
PEELER POLE COLWRAP PER ARCH
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
_____SEEFORCALLOUTSIN COMMON
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
_____SEEFORCALLOUTSIN COMMON
1S3.4
5"
STAT
EOF WASHINGTON
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
C:\U
sers
\skr
asov
sky\
Doc
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1601
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5/20
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43 P
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8/08/16100% CD
2160139.20
S3.4
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Y BOA
RD O
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EVEL
OPM
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FRED
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KSON
PLAC
E I17
808 C
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N RO
AD E
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KSON
, WA 9
8375
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
STRUC TUR A L ENGIN
EER
N
39278
KE
NNET P. LELA
D
H
PROFESS I ONAL ENG I N
EER
2215 NORTH 30TH STEET, SUITE 300 TACOMA,WA 98403253-383-2422 TEL 253-383-2572 FAX WWW.ahbl.com WEB
TACOMA SEATTLE SPOKANE TRI-CITIES
architects906 Columbia Street SW, Suite 400Olympia, Washington 98501360.352.8883
AHBL Project #
SHEET NO.
REVISIONS:
DATE:
ORIGINAL SHEET SIZE = 24 x 36HALF SIZE REDUCTIONS = 11x17
C:\U
sers
\skr
asov
sky\
Doc
umen
ts\2
1601
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-R15
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saut
er.rv
t8/
5/20
16 6
:15:
44 P
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NISQ
UALL
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KETS
- FRE
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N C-
STOR
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8/08/16100% CD
2160139.20
S3.5
NISQ
UALL
Y BOA
RD O
F ECO
NOM
IC D
EVEL
OPM
ENT
FRED
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KSON
PLAC
E I17
808 C
ANYO
N RO
AD E
FRED
ERIC
KSON
, WA 9
8375
SECTION 1" = 1'-0"
1RF-20
SECTION 1" = 1'-0"
2RF-21
SECTION 1" = 1'-0"
3RF-22