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ROOF FRAMING PLAN NOTES
<br /> GENERAL PROJECT SPECIFIC DESIGN CRITERIA ENGINEERED WOOD CONSTRUCTION REQUIREMENTS TRUSS DESIGN LOADS:
<br /> SNOW:25 PSF
<br /> 2303.1.1 Lumber.Lumber used rot load-supporting ROOF DEAD 15 PSF
<br /> 1.ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2012 EDITION wxhd Dasgn Dare purposes, UPLIFT=20 PSF
<br /> OF THE INTERNATIONAL BUILDING CODE(IBC). wIW DKK speed,w-110 MPH,Veld-e5 MPH including end-)olnted or edge-glued lumber,machine MINIMUM LWR CHORD DESIGN LOAD=20 PSF
<br /> 2.THE ARCHITECT/ENGINEER(ARCWENGR)IS NOT RESPONSIBLE FOR THE LOCATION OF Wine E>�m=9 stress-rated or machine evaluated lumber,shall be
<br /> PROPERTY LINES
<br /> AN
<br /> EASEMENT,SOIL CONDITIONS,MECHANICAL AND wad trnpprtura Factor.1.w-1.0 Identified by the grade mark of a lumber grading or inspection PRE-MANUFACTURED TRUSSES PER SECTION IBC 2303.4.1
<br /> ELECTRICAL WORK,AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE Inmrw Pressure coefeciem-+!-0.18 agency that has been approved by an accreditation body Truss design drawings.Truss constructlon documents a
<br /> ARCWENGR IN WRITING BY THE OWNER. Ka-138 q ng shall be prepared by a Washington State Licensed Engineer
<br /> Ica-0.85 that complies with DOC PS 20 or equivalent Grafi o n
<br /> 3.THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRICTION UNLESS practices and shah De provided to the building official and
<br /> SPECIFICALLY RETAINED FOR THAT PURPOSE seismic Onitri Dara and iie rdeadon shag comply with rules published by approved prior to installation.These construction documents ®fru Uan`
<br /> 4.DRAWINGS SHALL NOT BE SCALED,WRITTEN DIMENSIONS SHALL GOVERN an agency approved In accordance with the procedures of shall Include,at a minimum,the information spiked (0(3 1
<br /> CONSTRUCTION.THE CONTRACTOR SHALLVERIFY DIMENSIONS PRIOR TO Irtportarlce rxmr=1.0 DOCPS 20 a equivalent procedures.b Neu of a grade mark below.Truss shop drawings shall b provided with to o wWa
<br /> CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF Ss=1.299•SI=G459 on the material,a certificate of Inspection as to species and p n
<br /> Site Cless-0 shipment m trusses delivered to time SID;.
<br /> THE ARCWENGR So THAT CLARIFICATION CAN BE MADE.ALL DIMENSIONS RELATED SDSC-0.869,S01-0.479 Wade Issued by a lumber-grading or Inspection agency UJB E
<br /> TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE SDC-D meeting the requirements of this section Is permitted to be 1.Slope or depth,span and spacing; 04
<br /> SUBMITTED TO THE ARCKNGR FOR REVIEW PRIOR TO CONSTRUCTION.DIMENSIONS Sarshnc system=X Ugnt frame wags with srwar pangs-wood stru to il pa ceWshee ere Panels accepted for precut,remanufactured or rough-sawn lumber, 2.Location of jo rite: Q
<br /> FOLLOWED BY A+/-SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO Desi OBise shear=14.38 lops and for sizes larger than 3 inches p6 mm)nominal 3.Required bearing wkRhs;
<br /> COMMENCEMENT. R-&5 thickness. 4.Design bads as applicable;
<br /> S.DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE Aroyss procMure:ASCE 11.4 11.5&12.9 Approved end-jointed lumber Is pemllted to be used 5.Top chord lire toad(including snow loads);
<br /> SAME CHARACTER SHOWN FOR SIMILAR CONSTRICTION,SPECIFICATIONS,WHEN interchangeably 6.Top chord dead bad;
<br /> PROVIDED,ARE A PART OF THESE DRAWINGS,SEE SPECIFICATIONS FOR MATERIAL with sold-sawn members of the same species 7.Bottom chord ave bad;
<br /> AND WORKMANSHIP REQUIREMENTS. Lods and grade. 8.Bottom chord dead load;
<br /> Snowa
<br /> 6.THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT,MATERIAL AND SERVICES 9.Concentrated bads and their points at application;
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE Ra-1 snow uad pr=25.0 pH 2303.12 Prefabricated wood 1-joists.Structural capacites 10.Gomrogmg wind and earthquake keds; Z
<br /> DRAWINGS AND AS NOTED IN THE SPECIFICATIONS. snow exposure factor,Ce=1.00 and design provisions for prefabricated wood I-joists 11.Adjustments to lumberarhd metal connector plate CD
<br /> 7.THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCWENGR OF Snow load ImWW t ctV,Is=1.00 shall be established and monitored In accordance with design value for conditions of use; I--
<br /> ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. Twmai fam.Ct=1.00 ASTM D 5055. 12.Each reaction force and direction; F _
<br /> 8.TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE 13,Metal connector plate type,sae,thickness or gage,
<br /> STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. Gravity Loads` 2303.1.3 Structural glued-laminated timber,Glued-laminated and the dimensioned location of each meW connector Q w
<br /> (j
<br /> timbers shall be manufactured and identified as required plate except where symmetrically located 06 < Q
<br /> FOUNDATIONS Roof Dead Load=15 psi in ARC At 90.1 and ASTM D 3737. relative to the joint interface; J
<br /> Roof Live Load=25 psi 14.Lumber sae,species and graft for each member,
<br /> 1. REFER TO GEO-TECHNICAL DATA BELOW FOR THE PROJECT DESIGN Floor Live Load(Dike)=50 psi 2303.1,4 Wood structural panels.WOod structural panels, 15.Connection requirements for. 0
<br /> PARAMETERS.GEOTECHNICAL ENGINEER SHALL VERIFY PLACEMENT OF Floor Live Load(Residential)-40 psi,Balcony=60 psi when used structurally(including terse used for siding,roof 15.1.Truss to truss girder,
<br /> O cf) w
<br /> FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS. Floor Bye Load(Corridor)-100 psi and wall sheathing,subtooring,diaphragms and bust-up 15,2.Truss My to ply;and
<br /> Partition Loads=10 psi(resdenta8 members),shall conform to the requirements for their type 15.3.Field species; LLJ� LU
<br /> 2.SPECIFIED CONCRETE MD(AS FOLLOWS: Parliton Loads=20 psi(office) in DOC PS 1 or PS 2.Each panel or member shall be 15.4.Drag fuss connection to shear walls for the bads specified CD j
<br /> Floor Dead Loads=12 psi(residenda0 identified (where applicable). 111
<br /> CONCR MIX At rest earth pressure-60 pct tar grade and glare type by the trademarks of an approved 16.Calculated defiecton ratio or maximum detection
<br /> LLI
<br /> 'As Applicable testing and grading agency.Wood structural panel for love and total bad; LL
<br /> TYPE OF COMPRESSION STRENGTH MAxwro RATA ENTRAM AIR SACKMoc components shall be designed and fabricated in accordance 17.Maximum axial compression fomes in tie truss LL-
<br /> (x NsmucnoN 0 2e DAYS.PSI WOOD CONSTRUCTION(CARPENTRI0 Q
<br /> with the applicable standards listed in Section 2306.1 and members to design the size,connections and anchorage =
<br /> HfERpR 300o REFERENCE STANDARD:W000 FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWINF STANDARDS: identified by the trademarks Of an approved testing and of the pemunent Continuous lateral bracing.
<br /> inspection Forces shall be shown on the truss construction
<br /> R 30M 0.45 5% NEPA-NATIONAL DESIGN FOR WOOD CONSTRUCTION agency Indicating conformance with the applicable
<br /> documents or on supplemental documents;and
<br /> WALL y500 asp 512 ANSVTPI-NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, standard.In addition,woad structural panels when 18.Required permanent truss member bracing location.
<br /> BASEMENT MATERIAL permanently 3
<br /> FOOTRGS 2500 950 51/2 exposed in outdoor applications shag be of exterior • Provide 4 x 6 DF 1 post under all girder buss support location. g
<br /> 41UMIER type,except ghat wood strucheal panel root sheathing ex- These supports must follow to foundation to distribute bearing
<br /> coNr 9509 959 51Rposed to the outdoors on the underside Is permitted to be loads
<br /> E6GRADE MIN.DESIGN UNLESS NOTED OTHERWISE THE ROOF
<br /> WE VALUEinferior
<br /> 3.CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615,AND PER BELOW. _ type banded with extedor glue,Exposure 1. STRUCTURE SHALL CONSIST OF THE
<br /> STUD 2X4,2iRIN) Dei FOLLOWING:
<br /> Fc B25 FBAR-AER ASTM 5 b= ps1.lJght WegM moi not exceedng 6 PSF.This may consist m: L11•4&LESS GRADE 40 so PBm 2 X4,2M4R 00 Fc-925 psi Light welgm tge,cedar shakes,composition roof,fight gauge Oi5&GRFATER GRADEmPost/Colurivis cfRwt Fc-lasopei STRUCTURAL TESTS AND INSPECTIONS �.(Where applicable) 2.15#let(err as specified by Architect).COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: POWColrm G-FIR M7 Fc-1NOpsi 3.15/32CDXor?OSB.Nailedto2xnominal framing J
<br /> MR
<br /> NG waus(CAST Flo=eso psi 1. CONCRETE SPECIMEN TESTING AND PLACING OF members with 10d @ 6'D.C.Edges&12'o.c.Field.No Q
<br /> T COVER JOLSTS 2x6TO11112 HEM•FR(Hf#2 Fv-95 ply REINFORCED CONCRETE PER IBC SECTION 1704.4 blocking is required,unless specified on plan.
<br /> SOL)
<br /> fi-e5O psi 4.Insulation per architectural drawings. �•
<br /> EARTH OR WEATHER r COVER Beam a Fimtlers 4 x6 ro ax 12 HEM-Rx 1p r1 F„-�,�h 2.STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4.
<br /> &BEAMS 1 COYBi No tgdification is afbwed Ori Pre•enAineered trusses.CovetGlue-laminatedBeams(GLB) Top Fiber Bim Fiber stress Fc(Compression) 3.STRUCTURAL STEEL WELDING AND BOLT PLACEMENT PER ORAMraming shaNG IS ERECTORS RESPONSIBILITY,
<br /> uoR wAtLs Over framing shall consist of the following:
<br /> IBC 1704.3.3,STRUCTURAL WELDING PER IBC 1704.3.1.ALL 1.2 x 4 HF#2 for spans up to E?
<br /> 4.FOUNDATION WALL SHALL EXTEND S'ABOVE FINISHED GRADE 24F-V4 1200 psi 2400 psi WELDING,SHOP OR FIELD SHALL BE PERFORMED BY WABO Cn
<br /> 5.FOUNDATION PULES SHALLI E PRESSURE TREATED(PT)HF 2: 24F-V8 2400 psi 2400 psi CERTIFIED WELDERS. 2,2 x 6 HF#2 for spans up to&
<br /> 6.INSTALL FOUNDATION ANCHOR BOLTS 4'ON CENTER(UNO)AND EMBED A MINIMUM 3.2 x 8 HF#2 for spans up m 17
<br /> 7'IN CONCRETE Parallam Beams(PSLI-20E 2900 psi 2900 psi 2900 Dei" 4.2 x de HF#2 for spans up 2 16'
<br /> "WHERE PSL COLUMNS ARE REO1)PER PUN,USE ONLY PSL BEAMS N1TH(E=2.0 X 10) 2.OE 4.MASONRY CONSTRUCTION SHALL BE INSPECTED& AI headers shall be 4 x 10 OF 2 OR 8 x 8 OF 2(LINO)
<br /> 7.INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL EVALUATED IN ACCORDANCE OF SECTION 1704.5,2 AND PER AI Gluelam teams(GLB)shall be 24FV4(LINO)
<br /> 8.ALL FOOTING E)(CAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS Roof Sheathing- loch DOC PS-1 or PS-2(APA Performance rated)32/16 span rating with Exposure 1 glue. MASONRY NOTES ON THESE DRAWINGS(WHERE I
<br /> AS PRACTICABLE. Sub-Floor Sheathing-4 inch DOC PS-1 a PS-2(APA Performance rated)Sturd-I-floor 244n 0/c rating with Exposure I glue. APPLICABLE).
<br /> 9.ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED
<br /> NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE Wail structural panels-Refer to Table 1 for thickness.32/16 index rating-5 ply with Erasure I gimme, M
<br /> : e
<br /> DRAWINGS.ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH REPLACE SPUT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD 013 0 HOLE 1l3 SPAN(EACH EFB)OF BEAM)
<br /> -� g k
<br /> CHAPTERS 18 OF THE IBC. TO SPLIT.
<br /> METAL FRAMING CUPS,HANGERS,ETC.SHALL BE SIMPSON STRONG PE NAILING / ,
<br /> SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL
<br /> GEOTECHNICAL PROVIDED FOR EACH PUNCHED HOLE.WHERE NAILS ARE TO BE FURNISHED BY THE p NAILS SHDR1
<br /> ALL NOT BE VrN CLOSER TOGETHER THAN Yx THEIR LENGTH NOR C DSERTO a
<br /> _ °., THE EWE OF MEMBER THAN A THEIR LENGTH. NAILING NOT NOTED BELOW OR ON PIANS
<br /> MANUFACTURER,THEY SHALL BE USED IN PUCE OF COMMON NAILS.
<br /> BEAM SHALL BE A MINIMUM OF 2 RAILS AT EACH CONTACT.8d FOR 1 z AND 164 FOR 2-
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS,THE FOLLOWING DESIGN CRITERIA IS USED: BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS NO WAIT MATERIAL mss?
<br /> OF SIZES SHOWN ON DRAWINGS,CONFORMING TO ASTM A307.LENGTH OF BOLTS
<br /> SOIL BEARING PRESSURE: 2000 PSF
<br /> SHALL NOT PROJECT LESS THAN 1/16'OR MORE THAN 1/2'BEYOND THE END OF NUT. -ALLOWABLE AREA FOR JOIST
<br /> OR
<br /> RR RAPIERS TRAFTERS O SIDS BEARING-TOE NAIL 31 od
<br /> ACTIVE EARTH PRESSURE(RETAINING WALLS): 35 PCF BOLT HOLES IN W000 SHALL BE 1132'MIN.1/16"MAX LARGER THAN THE BOLT WIRES,CONDUITS AND PIPES 2x8 MEMBER Of 5HALI.OW2R 3164
<br /> AT REST EARTH PRESSURE(BASEMENT WALLS): 60 PCF DIAMETER.PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT FOR EACH ADDITIONAL FOUR(4)INCHES IN DEPTH 1-1 Gd PROJECT#
<br /> PASSIVE PRESSURE: 350 PCF HUD AND NUT WHERE THEY WOULD BUR ON WOOD.NUTS SHALL BE TIGHTENED HOLES IN BEAMS&JOISTS DOUBLE JOISTS,RAFTERS,AND HEADERS 2-16dATI2'O.C.
<br /> g,35 WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT. BLOO JOI BETWEEN JOIST F-RALS.EACH
<br /> FRICTION COEFFICIENT: TO JOIST OR RAFTrMS BE NAILS.TOF NAILS,
<br /> EACH END 2-1 Od /� /'� J /�
<br /> WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, TO JOIST OR RAFTERS ,TOE GS TOE EACH
<br /> E EACH SIDE 2-I Od a p- 2 j-g { i
<br /> AND PRESSURE TREATED. BLOCKING BETWEEN soros.TOE NAILS.cACn END I G Oa L 8 19
<br /> BUILDUP CORNER STUDS 16d AT 12'O.C.
<br /> REPORT PREPARED BY: STRUCTURAL MEMBERS SHALL NOT BE NOTCHED,CUT OR OTHERWISE ALTERED FOR 2-SUBFLOOR TO JOIST OR GRIDER BUND AND FACE NAR I Gd AT 16.0.C.
<br /> TOP rtnrE oR 5
<br /> DUCTS,PIPES,ECT.WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 3.1 PLATE To STUD,ewo Nal 2-1 Gd AT 2x4,
<br /> 316d AT 2x6
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42'HIGH X24"WIDE TOENAIL 46d
<br /> DOUBLED SHEET NO
<br /> DOUBLED TOP PL
<br /> Top PL FACE NALATES,PACE NAIL I Gd AAT t 2'O.C.
<br /> UNLESS SPECIFICALLY NOTED ON PLANS. -1 AT I6'O.G.
<br /> TOP PLATES.LAPS(4-0-MINIMUM),FACE NAIL 12-1 Gd
<br /> TOP PLATES,INTMSECrIONS,FACE NAIL 2-1 Gd
<br /> PRESSURE TREATING: CONTINUOUS HEADER TO STUD,TOE NAIL 4-8d
<br /> CEILING JOIST,LAPS OVER PARTITIONS,FACE NAIL 31 Gd
<br /> ALL LUMBER M CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC CEILING JOIST TO PARALLEL RAFTERS.FACE NAIL 3h 6d
<br /> FOOT OF WATERBORNE(ACU)PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE-TREATMENT CEILING JOIST IEDGERrPACE NAIL TO STUDS:
<br /> 2x4 AND 2x6 2-I 6d
<br /> RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE 2x8 AND UP TO 2x 12 31 Gd
<br /> S. 1
<br /> LEDGER TO STUDS:
<br /> PROCEDURE ASSOCIATED WITH THE AWPA STANDARD.PRODUCTS SHILL BEAR THE AWPS MARK.BOLTS, 2x9 MEMBER OR SHALLOWER 316d
<br /> NAILS&SCREWS USED IN EXTERIOR APPLICATIONS,OR IN PRESSURE TREATED MATERIAL SHALL BE FOR EACH ADDITIONAL r Gd
<br /> HOT-DIPPED GALVANIZED(PER ASTM A153)OR STAINLESS STEEL.HOLD DOWN DEVICES COATED WITH
<br /> CORROSION PROTECTION PER ASTM A123.
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