4018 GRAND AVE 2019 Plans 2025-07-01

SC A WASH OENERAL STRUCTURAL NOTES SmP�° CRITERIA: ANCHORAGE WOOD CONT.: 1.1 ALL MATERIALS.WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN55, 2.2 EXPANSION BOLTS INTO CONCRETE SHALL BE"WEDGE-ALL",AS MANUFACTURED BY 51MP50N 6.3 ENGINEERED WOOD SHALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE NATIONAL SPEUFIGATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION. STRONG-TIE AND INSTALLED IN STRICT ACCORDANCE WITH Cr,I REPORT NO.ER-5651,INCLUDING RESEARCH BOARD, EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT MINIMUM EMBEDMENT REQUIREMENTS. SUBS71TUTES.PROPOSED BY CONTRACTOR SHALL BE SUBMITTED NUMBER OF THE MANUFACTURER,THE GRADE,THE NER.REPORT NUMBER AND THE QUALITY CONTROL 12 DESIGN LOADING CRITERIA:. FOR REVIEW WITH IGG REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN AGENCY. ALL ENGINEERED WOOD SHALL BE MANUFACTURED IN ACCORDANCE WITH THE NATIONAL U ROOF LIVE LOAD(SNOW),PP 25 PSF ADDITION,FOR WIND OR SEISMIC,APPLICATIONS,SUBSTITUTIONS SHALL MEET IC--ACCEPTANCE EVALUATION SERVICE,INC.,REPORT NO.NER-481. ALL MEMBERS SHALL BE MANUFACTURED WITH A FLOOR LIVE LOAD(RESIDENTIAL) 40 PSF CRITERIA AGOI. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM P255-1 WITH ALL STRANDS ORIENTED J EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS PARALLEL WITH THE LENGTH OF THE MEMBER. FURNISH TO THE FOLLOWING MINIMUM STANDARDS, WIND DESIGN CRITERIA: SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. W C (ASGE T-05,SECTION 6.4,METHOD I-SIMPLIFIED PROCEDURE) BEAMS: 1. ULTIMATE WIND SPEED(5-SEG OUST) 110 MPH 25 DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITN RAMSET/RED HEAD LOW LAMINATED STRAND LUMBER(L5U 2. WIND IMPORTANCE FACTOR,Iw LO VELOCITY TYPE(SERIES 1500,0.14"DIAMETER UNLESS OTHERWISE NOTED),OR AN APPROVED Fb=2325 P51,Fv=310 P51,E=1550 K51 rc 3. EXPOSURE B EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH IC PSI, E BO REPORT NO. Fb=ITOO P ,Fv=400 PSI, =1500 KSI(DEPTH<qkz") m F 4. INTERNAL PRESSURE COEFFICIENT WA 163q. MINIMUM EMBEDMENT IN CONCRETE SHALL BE I"UNLESS OTHERWISE NOTED. MAINTAIN AT r 5. COMPONENTS AND CLADDING REFER TO DRAWIN65 LEAST 5"TO NEAREST CONCRETE EDGE. LAMINATED VENEER LUMBER(LVL) 6. WIND SPEED-UP FACTOR Kzt =1.00 Fb•2&00 P51,Fv•285 PSI,E•Ig00 KSI o F g 2.4 EPDXY-6ROUTEDRODS OR RESAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE GROUTED SEISMIC DESI6N CRITERIA: KITH"SET EPDXY-TIE ADHESIVE"AS MANUFACTURED BY 51MP50N STRONG-TIE. INSTALL IN STRICT PARALLEL STRAND LUMBER(PSU z _ 'o I. SEISMC,USE GROUP I ACCORDANCE WITH ICG REPORT NO.52Tq,INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. Fb=2g00 PSI,Fv=290 PSI,E=2000 KSI 2. I SEISMC,IMPORTANCE FACTOR le =1.0 SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG REPORTS a r = 5. MAPPED SPECTRAL ACCELERATION,SHORT PERIOD 5s =1.554 INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION,FOR WIND OR SEISMIC, RIM BOARD, v. 00 4. MAPPED SPECTRAL ACCELERATION,I-SECOND PERIOD Si =0514 APPLICATIONS,SUBSTIMIONS SHALL MEET IGG ACCEPTANCE CRITERIA AG58. SPECIAL INSPECTION LAMINATED STRAND LUMBER(LSL) ¢c a w 5. SITE GLASS D OF EPDXY-GROUTED ANCHOR INSTALLATION 15 REQUIRED. Fb=I700 PSI,Fv=265 PSI,E=I500 K51 wI 6. SPECTRAL RESPONSE COEFFICIENT,SHORT PERIOD yes •OAO vUH T. SPECTRAL RESPONSE COEFFICIENT,I-SECOND PERIOD Sci -0.4-1 DESIGN SHOWN ON THE DRAWINGS 15 BASED ON LUMBER MANUFACTURED BY TRUS-JOIST MACMILLAN. w y` 8. SEISMIC,DEVON CAT'E60RY D CONCRETE: ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT r a LL m q. BASIC SEISMIC-FORG£-RESISTANGE SYSTEM PLYWOOD SHEAR WALLS 5.1 CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED AND PLACED IN ACCORDANCE WITH IBC AND STRUCTURAL ENGINEER. ALL HANGERS AND OTHER HARDWARE NOT SHOWN SHALL BE DESIGNED p n 10.RESIGN BASE SHEAR V =-1.-15 KIPS SECTION 1-105 AND ACI 501. CONCRETE SHALL ATTAIN A 26-DAY STRENGTH OF f'c=2500 PSI AND AND SUPPLIED BY THE JOIST MANUFACTURER. W u 11. SEISMIC RESPONSE COEFFICIENT Gs •0.14W MIX SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5.OR LESS, a V 12. RESPONSE MODIFICATION FACTOR R •65 6.4 DECKING SHALL BE IN AGGORDANGE WITH AITG 112-93. FURNISH TO THE FOLLOWING MINIMUM s Z 13. ANALYSIS PROCEDURE USED EQUIV.LATERAL FORGE(ASC£q.55) 32 REINFORGIN6 STEPJ_SHALL CONFORM TO AS7M A61S,GRADE 60,Py•60p00 P51. EXCEPTIONS: STANDARD=: oLL G BARS SPECIFICALLY NOTED AS SUCH ON THE DRAWINGS SHALL Be GRADE 40,Py=40,000 PSI. rc n 15 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER PROJECT DOCUMENTS FOR DOUGLA5 FIR-LARCH OR DOUGLAS FIR-LARCH(NORTH)COMI-ERGIAL QUALITY a o y BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR WELDED WIRE FABRIC SHALL CONFORM TO ASTM AI85. MINIMUM BASK DESIGN 5TRE55 x COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL 015CREPANVIE5 PRIOR TO CONSTRUCTION. Fb=1650 PSI,E=ITOO KSI 5.5 REINFORCING STEEL SHALL BE DETAILED(INCLUDING HOOKS AND BENDS)IN ACCORDANCE WITH AGI 1.4 CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING 315-gq AND 518-02. LAP ALL CONTINUOUS REINFORCEMENT 2'-0"MINIMUM. PROVIDE CORNER BARS 65PREFABRICATED CONNECTOR PLATE OO RO A SHALL BE DESIGNED BY THE ANY WORK. DINEN510N5 OF EXISTING CONDITIONS SHOWN ON THE DRAWIN65 MUST Be VERIFIED. AT ALL WALL AND FOOTING INTERSECTIONS AND LAP 2'-O"MINIMUM. LAPS OF LARGER BARS SHALL MANUFACTURER IN ACCORDANCE WITH TPI 1-2001 FOR THE SPANS AND CONDITIONS SHOWN ON THE BE MADE IN ACCORDANCE WITH AGI 518-5R,GLASS B. LAP ADJACENT MATS OF WELDED WIRE DRA44I1465. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES(MITEK,ITW OR OTHER 15 TE R FOR THE STRUCTURE AND STRUCTURAL FABRIC.A MINIMUM OF 6"AT SIDES AND ENDS. APPROVED TRUSS PLATE MANUFACTURM. UNLESS OTHERWISE NOTED,LOADING SHALL BE AS o COMPONENTS UNTIL ALL FINAL GONNEGTIONS HAVE EN COMPLETED IN ACCORDANCE WI STEEL THE FOLLONS: o DRAWINGS. BE 9.4 CONCRETE PROTECTION(COVER)FOR REINFORCING 9TL SHALL BE AS FOLLOWS: ROOF LOADING w I.6 GONiRAGTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, FOOTINGS AND UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" TOP CHORD LIVE LOAD IN ACCORDANCE WITH CRITERIA SECTION(SNOW OR ROOF LIVE LOAD) TECHNIQUES,SEM'JEW_E5 OR PROCEDURES RECSUIRED TO PERFORM THE WORK. FORMED SURFACES EXP05ED TO EARTH OR WEATHER (06 BARS OR LARGER) a BOTTOM CHORD LIVE LOAD IN ACCORDANCE WITH CRITERIA SECTION(ATTIC,LOAD) BTL (MS BARS OR SMALLM 9. TOP CHORD DEAD LOAD 10 PSF I.T CHANGES TO THESE DRAWINGS THAT AFFECT THE STRUCTURAL DESIGN ARE THE RESPONSIBILITY OF BOTTOM CHORD DEAD LOAD 5 PSF i 0 THE CONTRACTOR THE ENGINEER SHOULD BE INFORMED OF ANY STRUCTURAL CHANGES. 5.5 CAST-IN-PLACE CONCRETE:SEE ARGHIITECTURAL ORAWIN65 FOR EXACT LOCATIONS AND WIND UPLIFT(TOP CHORD) 15 P5F D F DIMEN510N5 OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL Y� 1.0 DRAAIN65 INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROWN CONCRETE FOR TRUSSES SPANNING 60-FEET OR GREATER THE OWNER SHALL CONTRACT WITH ANY QUALIFIED NOT SPEGIFIGALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR WALLS. 5£E ARGHITEGTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS, RE615TERED DESIGN PROFE5510NAL FOR THE DESIGN OF THE TEMPORARY INSTALLATION s. ENGINEERING DETAILS OF CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT COLOR TEXTURE,AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. RESTRAINT/BRAGIN6 AND THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRAGIN&. A w , w AND THE STRUCTURAL ENGINEER PRECONSTRUGTION MEETING SHALL BE ARRANGED INCLUDING THE ENGINEER,TRU55 MANUFACTURER, CONTRACTOR,FRAMING SUPERVISOR AND CRANE OPERATOR TO REVIEW THE HANDLING, 1.q AI STRiIGTIRAI SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE STEEL: INSTALLATION AND BRACING PRIOR TO DELIVERY OF TRUSSES. 0o =a1PERVISED BY THE SUPPLIER DURING MANUPACTURIN6,DELIVERY,HANDLING,STORAGE AND 5.1 _ 1C�TLRAL STEEL DE516N,FABRICATION,AND ERECTION SHALL Be BASED ON THE LATEST EDITIONS ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. OF THE A.IS.C.SPECIFICATIONS AND CODES: 6.6 ROOF.FLOOR s WALL SHEATHING SHALL BE APA RATED,EXTERIOR OR EXPOSURE I PLYWOOD OR OSB. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT o 1.10 SF_ISMIG BRAGINIG OF MECHANICAL UNITS AND OTHER MEGHANIGAL FIXTURES NOT SPEGIFIGALLY I. SPECIFICATION FOR STRUCTURAL STEEL BUILDIN65-ALLOWABLE STRESS AND PLASTIC,DESIGN,OR STANDARDS DOG PS-1 OR DOG PS-2,OR APA PRP-105 PERFORMANCE STANDARDS AND POLICIES ¢ry SNOVW ON THE PRO.EGT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL LOAD AND RESISTANCE FACTOR DESIGN SPEGIMOATION FOR STRUCTURAL STEEL BUILDINGS. FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS,SPAN RATING,AND NAILING Z E ENGINEER REGISTERED IN THE STATE OF WASHINIGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE REQUIREMENTS. UNLESS OTHERWISE NOTED,WALL SHEATHING SHALL BE 1/2"(NOMINAL)WITH SPAN a ENGINEER AND 15 RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,ADOPTED JUNE 10,W112, RATING OF 24/O. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE a SEISMIC,BRACING. AMENDED BY THE DELETION OF THE FOLLOWING PHRASE IN PARAGRAPH 4.2.1: "THIS APPROVAL CONFORMING TO APA SPECIFICATION AF6-OI. a CONSTITUTE ACCEPTANCE BY THE OWNER'S AUTHORIZED REPRESENTATIVE OF DESIGN p z 1.11 DEFERRED SUBMITTALS: SHOP DRANIN65 FOR DEFERRED SUBMITTAL ITEMS SHALL INCLUDE THE RESPONSIBILITY FOR THE STRUCTURAL ADEQUACY OF SUCH CONNECTIONS." 6.1 ALL WOOD PLATS IN DIRECT CONTACT WITH CONCRETB OR MASONRY SHALL BE FRE55URa-TREATED DE516NIN6 PROFESSIONAL ENGINEER'S STAMP,STATE OF WASHINSTON,AND SHALL BE APPROVED BY WITH AN APPROVED PRESERVATIVE.PROVIDE 2 LAYERS OF ASPHALT-IMFRE6NATED BUILDING rn THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER of RECORD FOR LOADS 5.2 aTR=MRAL STEEL.INCLUDING PLATES,ANGLES,AND RODS,SHALL CONFORM TO ASTM A56,Fy=56 PAPER BETWEEN UNTREATED LEDGERS,BLOCKING,ETC.,AND CONCRETE OR MASONRY. p m IMPOSED ON THE BASIC,STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE KSI.STEEL SHAPES SHALL CONFORM TO ASTM A5T2,Fy•50 K51. STEEL PIPE SHALL CONFORM TO a CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY GALLED OUT ON ASTM ASS,TYPE E OR 5,SPADE B,Fy•85 K51. STRUCTURAL TURNS SHALL CONFORM TO ASTM 6.6 TIMBER CONNECTORS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY,AS SPECIFIED IN THEIR ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE A500,GRADE B,Fy=46 K51. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM GATAL06 NO.G-2006. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY AND DIRECTION OF ALL LOADS IMPOSED ON BASIC,STRUCTURE. DESIGN CALCULATIONS SHALL BE A507. MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S a INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD ALL REVIEVED DEFERRED INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,CENTER STRAP ON JOINT AND z SUBMITTALS TO THE BUILDING OFFICIAL FOR APPROVAL. 5.3 DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISG CODE of PROVIDE NUMBER AND S1ZE OF FASTENERS AS SPECIFIED BY MANUFA(.TURER,WITH EQUAL NUMBER F Lu STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDOE5,SECTION 6.4 AND ASTM SPECIFICATION AND SIZE OF FASTENERS IN EACH MEMBER. U 1.12 SPECIAL INSPECTION SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 1704 OF THE IBC BY A A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER,COLUMN MEMBERS SHALL NOT BE MODIFIED QUALIFIED TESTING AGENCY DESIGNATED BY THE AROHITEGT.THE ARCHITECT AND ENGINEER SHALL BY THE ROTARY STRAISHTENIN6 PROCESS. TIMBER CONNECTORS IN CONTACT N17H TRC6=aA22R SHALL BE ZMAX/HD6 OR STAINLESS STEEL o BE FURNISHED WITH COPIES OP ALL INSPECTION REPORTS AND TEST RESULTS. SPECIAL INSPECTION AND THE FASTENERS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A155 OR STAINLESS STEEL. 'a SHALL BE PERFORMED ON CAST IN PLACE CONCRETE WALLS. 5.4 ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.1.5.C. (WOOD TREATED WITH ZING BORATE EXEMPT) O CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,ADOPTED JUNE 10,1g412. ANY 1.15 G4AN&U5 TO THESE DRAWIN65 THAT AFFECT THE STRUCTURAL DESIGN ARE THE RESPONSIBILITY OF STEEL THAT IS TO BE EXPOSED TO VIEW UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED &A BOLTS AND LAG SCREWS IN WOOD MEMBERS SHALL CONFORM TO ASTM ASOT. THREADED RODS �'c Q NO THE CONTRACTOR. THE ENGINEER SHALL SE INFORMED OF ANY STRUCTURAL CHANGES ONCE ARCHITECTURALLY EXPOW177. SHALL CONFORM TO ASTM A56. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS, o O RECEIVED STRUCTURAL CHANGES WILL BE SUBMITTED TO THE CITY FOR APPROVAL. RODS AND LA6 91-RENS BEARING ON WOOD INSTALLATION OF BOLTS SHALL CONFORM TO 2001 55 AI i Vsi n1 46 SHALL BE IN CONFORMANCE WITH A.I.S.C.AND A.W.S.STANDARDS AND SHALL BE NIPS SECTION 11.1.2,AND INSTALLATION OF LAS SCREWS SHALL CONFORM TO 2001 NDS SECTION 11.1.5. PERFORM®BY W.A.B.O.CERTIFIED VELDERS USING ETOXX ELECTRODES. ONLY PREQUALIFIED GEOTECHNICAL+ MUDS(AS DEFINED BY AUN.S)SHALL BE USED. WELDING OF&RAVE 60 REINFORCING BARS(IF "LINO ALL NAILS SPECIFIED Ohh{{�THE SHALL BE AS FOLLOWS: 2.1 FOUNDATION NOTES: ALLOWABLE 501L PRESSURE,LATERAL EARTH PRESSURE,AND 501L PROFILE REQUIRED)SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. VELDIN&OF GRAVE 40 FRAMING NAILS: 0.191"0 x 9"4" o W TYPE ARE ASSUMED AND THEREFORE MUST BE VERIFIED. IF SOILS ARE FOUND TO BE OTHER THAN REINFORCING BARS(IF REQUIRED)SHALL BE PERFORMED USING ETOXX ELECTRODES. WELDING SHEATHING NAILS, 0.131"0 x 2Va" ? ASSUMED,NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS WITHIN 4"OF GOLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE DEGKIN6 NAILS: 0.162"0 x 542" ¢ SHALL BEAR ON FIRM,UNDISTURBED EARTH AT LEAST 18"BELOW ADJACENT FINISHED GRADE. FOR MATERIAL REQUIREMENTS OF WELDED BARS. a ,! UNLESS OTHERWISE NOTED,FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE.. ALL METAL FASTENERS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED IN ACCORDANCE V BACKFILL BEHIND ALL R WITH ASTM AIES OR STAINLESS STEEL. (WOOD TREATED WITH ZING BORATE EXEMPT) SUBSURFACE DRAINAGE. WOOD: 6.1 FRAMING LUMBER SHALL BE KILN DRIED OR MG-Iq,AND GRADED AND MARKED IN CONFORMANCE 6.10 WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: O W ALLOAABLE SOIL PRESSURE 2000 PSF WITH NZ.-B. STANDARD GRADING RULES FOR VEST COAST LUMBER NO,17. FURNISH TO THE co FOLLOWING MINIMUM STANDARDS, A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. z a W MINIMUM NAILING SHALL CONFORM TO IBC,TABLE 2504AI OR NER-212. COORDINATE THE SIZE a JOISTS,BEAMS,STRINGERS s LEDGERS: AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWIN65. O Q (2x MEMBERS) HEM-FIR NO.2 o x G Fb•85O PSI,Fv•150 PSI,Fop-405,E=I500 KSI B. WALL FRAMING: ALL STUD WALLS SHALL Be 2x4 STUDS 0 1Wo4.AT INTERIOR WALLS AND 2x6 0 �, 7 16"oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE ENDS of ALL i da (4x MEMBERS) DOUGLA5 FIR-LARCH NO.2 WALLS,AT EACH 51DE OF ALL OPENINGS,AND AT THE ENDS OF ALL BEAMS AND HEADERS. (2) x a C ',b=q00 1-51,Fv=180 151,Fop=625,E-1600 K51 2x6 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS. SOLID BLOCKING FOR WOOD 2 COLUMNS u O (BUILT-UP 2.BEAMS) HEM-FIR 140.2 SHALL BE PROVIDED THROWN FLOORS TO SUPPORTS BELOW. Fb•850 PSI,Fv•150 PSI,Fop•405,E•1300 K51 ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING 0 (6x E LARGER MEMBERS) DOUGLAS FIR-LARCH NO,2 BELOW J Fb=8R5 PSI,Fv=ITC PSI,rap-625,E=1500 K51 WITH FRAMING NAILS AT 12"00 STAGGERED OR BOLTED TO CONCRETE WITH 5/5"DIAMETER ANCHOR BOLTS(EMBED T")0 6'-O"oc. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE W POSTS: (4x MEMBERS) HEM-FIR NO.2 NAILED TO EACH OTHER WITH FRAMING NAILS a 121loc STAGGERED. Fo•1900 PSI,Fb•850 PSI,E=I800 K51 G. FLOOR AND ROOF FRAMING. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT ~ (6x i LARGER MEMBERS) DW OLAS FIR-LARCH NO,2 EXTEND OVER MORE THAN HALF THE J015T LENGTH AND AROUND ALL OPENIN05 IN FLOORS OR W Fc=TOO PSI,Fb=750 PSI,E=1500 KSI ROOFS. PROVIDE BRID61N6®V-O"oo AND SOLID BLOCKING AT ALL BEARING POINTS. H y TOENAIL m (BUILT-UP 2.POSTS) HEM-FIR NO.2 JOISTS TO SUPPORTS WITH T 40 FRAMING NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR 0 h Fb=550 PSI,Fv-150 PSI,Fop•405,E•1900 KSI BEAMS WITH SIMP50N METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL Q MULTI-J015T BEAMS TOGETHER WITH FRAMING NAILS a I2"oc STAGGERED. 62 !CUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND A.I.T.C. F- Z STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C.IDENTIFICATION MARK AND SHALL BE ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN d O ACCOMPANIED BY AN A.I.T.C.CERTIFICATE OF CONFORMANCE. FURNISH TO THE FOLLOWING MINIMUM PERPENDICULAR TO SUPPORTS AND W VU a a STANDARDS, NAILED WITH 8d NAILS a b'oo TO FRAMED PANEL EDGES AND OVER STUD WALL AS SHOWN ON Z THE DRAWINGS AND a 12'00(10"oc AT FLOORS)TO INTERMEDIATE SUPPORTS. PROVIDE 0 ' SIMPLE SPAN BEAMS: DOUGLAS FIR COMBINATION 24F-V4 APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSE5,AT UNBLOCKED ROOF 0 Fb=2400/1800 PSI,Fv=240 PSI,E=I800 KSI SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" } CAMBER ALL&LULAM BEAMS TO 3,500'RADIUS,UNLESS OTHERWISE NOTED. SLUED LAMINATED SPACING AT ALL PANEL EDGES AND ENDS Of:FLOOR AND ROOF SHEATHING. TOENAIL m 3 ¢ w MEMBERS EXP05M TO WEATHER OR MOISTURE SHALL BE TREATED WITH AN APPROVED BLOCKING 4Q, a PRESERVATIVE. TO SUPPORTS WITH FRAMING NAILS®12"oo. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, p ai PROVIDE FLAT 2.BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING O SPECIFIED. N B O o N EE CITY OF EVERETT K 0 p Q