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DESIGN CRITERIA: WOOD FRAMING: , NAILING SCHEDULE:IBC 2015 2304.10.1 1 ! ! I
<br /> STRUCTURAL SYSTEMS PRESENTED IN THESE PLANS HAVE BEEN DESIGNED TO MEET THE ALL GRADES SHALL CONFORM TO WPA GRADING RULES FOR WESTERN LUMBER,LATEST HANDRAIL AND GUARDRAIL SYSTEMS: ! 1
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<br /> REQUIREMENTS OF THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE. EDITION" #OF REQ'D
<br /> TYPICAL CONNECTION TYPE FASTENER LOCATION
<br /> UNLESS NOTED OTHERWISE IN THESE CONSTRUCTION DOCUMENTS,DESIGN AND DETAILING FASTENERS
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<br /> BEAMS(4X AND GREATER) OF#1 OR BETTER OF ALL HANDRAIL AND GUARDRAIL SYSTEMS ARE CONSIDERED DEFERRED SUBMITTALS PER ; !
<br /> DESIGN LOADS: POSTS DF#1 OR BETTER IBC 107.3.4.1. Ed COMMON(m) TOENAIL
<br /> STUDS HF#2/STUD
<br /> JOIS77031LL OR GIRDER 3 3°x0.i31'NAILS (STAGGER)
<br /> RISK CATEGORY: II(ASCE TABLE 1b1) ALL OTHER LUMBER HE#2 OR BETTER ALL RAIL SYSTEMS SHALL CONFORM TO THE FOLLOWING LOADING REQUIREMENTS OF ASCE
<br /> 7.10 4.5. 8d COMMON(or) TOENAIL EACH
<br /> LATERAL SEISMIC LOADS: ANALYSIS METHOD:SIMPLIFIED PROCEDURE GLUE LAMINATED TIMBER BRIDGING TO JOIST 2 I I
<br /> IsCONCENTRATED LOAD: 200185 APPLIED TO PRODUCE MAXIMUM LOAD EFFECT 3"x 0.131"NAILS I END
<br /> =1SITE CLASSCA E(ASSUMED) UNIFORM LOAD: 50 LEVET IF TO HANDRAIL OP RAIL !
<br /> SEISMIC DESIGN CATEGORY MEMBER USE SPAN TYPE SPECIES COMB.SYMBOL Fbx. Fox- SOLE PLATE TO JOIST OR TYPICAL FACE 1 C
<br /> LIGHT FRAME BEARING WALL w/WOOD PANEL:R=6S EXCEPTION:UNIFORM LOAD NEED NOT BE CONSIDERED BLOCKING(WALL) 8°O.C. 3"x 0.191°NAILS I NAIL
<br /> I
<br /> Ss=1.43&SI=0.55(PER USG&MAP w/LATS LON.) BEAM SIMPLE DF I OF 24F V4 2400 PSI 1850 PSI FOR ONE AND TWO-FAMILY DWELLINGS
<br /> Scs=0.96&Sol=0.55 BEAM CANTILEVER DF/DF 24F V8 2400 PSI 2400 PSI INTERMEDIATE RAILS: 50 LB HORIZONTAL LOAD ON AN AREA NOT TO IXCEEDA 12 TOP PLATE TO STUD,OR STUD 3 T3'x0.131"NAILS.1
<br /> Cs=0.162(SEISMIC RESPONSE COEFFICIENT) INCH BY 12 INCH AREA TO SOLE PLATE(WALL) i END NAIL
<br /> FOR WALLS ADJACENT TO FLOOR DIAPHRAGM OPENINGS,THE WALL STUDS SHALL BE
<br /> LATERAL WIND LOADS: WIND SPEED:110 mph CONTINUOUS FULL HEIGHT STUDS. SIMPSON EPDXY ADHESIVE FASTENERS: STUD TO SOLE PLATE(WALL) 4 8d MM
<br /> � �(0r) TOENAIL !
<br /> EXPOSURE C 9'x0.131'NAILB
<br /> GCp=*0.18 ALL EXTERIOR DECK FRAMING AND WOOD MEMBERS IN CONTACT WITH CONCRETE OR EPDXY ADHESIVE BY SIMPSON"AT-XP'EPDXY SYSTEM ICC-ES REPORT ESR-0283.USE ASTM
<br /> DOUBLE STUDS'OR MULTIPLE 8"O.C. 3'x 0.131'NAILS FACE NAIL 1:,y
<br /> Ks=1.50(CALCULATED) MASONRY SHALL BE PRESSURE TREATED.FASTENERS FOR PRESERVATIVE-TREATED WOOD F1554 G38 THREADED ROD.NO SUBSTITUTIONS WITHOUT ENGINEERS WRITTEN APPROVAL.
<br /> (WITH THE EXCEPTION OF STEEL BOLTS ONE-HALF-INCH DIAMETER OR GREATER)SHALL BE CLEAN MD PREPARE THE HOLE PER SIMPSON'S SPECIFICATIONS.INSTALL ANCHORS PER LAM MEMBERS
<br /> VERTICAL LOADS: ROOF LOADS FLOOR LOADS OF HOT-DIPPED ZINC COATED GALVANIZED STEEL STAINLESS STEEL,SILICON BRONZE OR MANUFACTURER'S INSTRUCTIONS.ANCHOR CAPACITY IS DEPENDANT UPON SPACING `"
<br /> COPPER.WHEN USING STAINLESS STEEL OR HOT-DIPPED GALVANIZED CONNECTORS,THE BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE DOUBLE TOP PLATES 12"O.C. 3°x D.131•NAILB TYPICAL FACE
<br /> DEAD LOAD 15 PSF 15 pap CONNECTORS AND FASTENERS SHOULD BE MADE OF THE SAME MATERIAL,FOLLOWNAIL
<br /> LIVE LOAD NIA 40 PSF MANUFACTURERS RECOMMENDATIONS FOR CORROSION PROTECTION WHEN STEEL INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON _ _ _
<br /> THE DRAWINGS. zz
<br /> SNOW LOAD(Is=1.00) 25 PSF NIA HANGERS AND CONNECTORS ARE USED. BLOCKING BETWEEN JOISTS OR W
<br /> RAFTERS TO TOP PLATEEXICUT,THE 3 3°x 0.131"NAILS TOENAIL // .�
<br /> ALL DOOR AND WINDOW HEADERS NOT SPECIFICALLY CALLED OUT N THE PLANS SHALL BE STING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC
<br /> SOIL AND FOUNDATION: (2)2x8 DF#2 WITH ONE CRIPPLE AND ONE STUD FOR OPENINGS 6-0"OR LESS AND TWO CONTRACTORR SUNLESS THEETEO EXISTON THEING
<br /> DRAWINGS AWING8ANDSHAKE UNDERTAKE -
<br /> CRIPPLE AND ONE STUD FOR OPENINGS MORE THAT 6-0'WIDE.ALL COLUMNS NOT CONTRACTOR THE SHALL REVIEW REINFOG SNG BARS AL THE LOCATIONS
<br /> SHALLCONCRRIM JOIST TO TOP PLATE 8"O.C. 3'x 0.131"NAILS TOENAILCt
<br /> SPECIFICALLY CALLED OUT ON THE PLANS SHALL BE(2)2x(MATCH WALL STUDS)HEM NAILED TO LOCATE POSITION OF THE REINFORCING BARS AT LOCATIONS OF THE CONCRETE 1
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<br /> DESIGN VALUES: TOGETHER PER STRUCTURAL NOTES. ANCHORS,BY HIL71 FERROSCAN,GPR X-RAY,CHIPPING OR OTHER MEANS. RAFTER TO TOP PLATE RAFTER SPACING SIMP."Ht'CLIP FILL ALL NAIL
<br /> HOLES PER SIMP.
<br /> ALLOWABLE BEARING: 1500 PSF ASSUMED(SEE NOTE BELOW) 1,
<br /> CONTRACTOR IS RESPONSIBLE FOR SCHEDULING ALL REQUIRED SPECIAL INSPECTIONS. Fi�T1'
<br /> 1F- SPIKE LAMINATE 2x4 COLUMNS TOGETHER WITH 16d COMMON 5'O.C.STAGGERED. VERIFY WITH LOCAL BUILDING DEPARTMENT IF ADDITIONAL SPECIAL INSPECTIONS ARE
<br /> NO CALCULATED GEOTECHNICAL SOIL PARAMETERS REPORT HAS BEEN PROVIDED BY THE LAMINATE 208 COLUMNS TOGETHER WITH(2)OFFSET ROWS OF 1161 COMMON®6 O.C.DRIVE REQUIRED FOR POST INSTALLED ANCHORS, JOIST TO RIM(BAND)JOIST 4 15d COMMON(or) FACE NAIL :
<br /> CLIENT,THEREFORE,TYPICAL REASONABLE ASSUMED SOIL BEARING AND LATERAL ADJACENT NAILS FROM OPPOSITE SIDES OF THE COLUMN.EACH INDMDUAL STUD SHALL BE L- 3"x 0.131'NAILS
<br /> PRESSURE VALUES HAVE BEEN ASSUMED FOR THE PURPOSE OF THE STRUCTURAL DESIGN ATTACHED TO THE ADJACENT SND. a. COMMA NAILS(671-2'x0.113",8tl-214•x0.191',IOd-3'x0.1481
<br /> CONTAINED WITHIN THESE CONSTRUCTION DOCUMENTS.IT IS THE RESPONSIBILITY OF THE PROVIDE DOUBLE TOP PLATES AT ALL WALLS AND STAGGER SPLICES OF 48•. GENERAL NOTES: b. FOR ALL CONNECTIONS NOT SHOWN,REFER TO IBC 2304.9.1,DETAILS AND SHEAR WALL rF�: (p.
<br /> CUEN7 OR CONTRACTOR TO SITE VERIFY SOIL VALUES PRIOR TO CONSTRUCTION. SCHEDULE 1� 1`
<br /> ATTACH BOTTOM PLATE TO WOOD FRAMING BELOW WITH led BB 12"O.C.OR BOLT TO
<br />• COEFFICIENT OF FRICTION:0.35 CONCRETE WITH 1/2"DIAMETER ANCHOR BOLTS 8848'O.G.EMBEDDED T MIR UNLESS NOTED DO NOT SCALE DRAWINGS.USE ONLY WRITTEN DIMENSIONS.THE CONTRACTOR SHALL $,
<br /> ACTIVE PRESSURE: 35 PCF(UNRESTRAINED) OTHERWISE IN PLAN OR SHEARWALL SCHEDULE. VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE SITE.CONFLICTS BETWEEN THE
<br /> 80 PCF(RESTRAINED) - - DRAWING AND SITE SHALL BE REPORTED TO THE ENGINEER BEFORE PROCEEDING WITH THE g
<br /> PASSIVE PRESSURE 300 PCF NON-BEARING WALLS MUST BE HELD AWAY FROM TRUSS BOTTOM CHORDS WITH AN WORK. �7i
<br /> APPROVED FASTENER TO INSURE THAT THE TRUSS DOES NOT BEAR ON THE WALL.
<br /> ALL FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OR COMPACTED FILL AT LEAST 18°
<br /> REFER TO ARCHITECTURAL.DRAWINGS FOR DIMENSIONS,ELEVATIONS,SLOPES,DOOR AND
<br /> BELOW FINISHED GRADE. CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE COMPANY,INC.,OR WINDOW OPENINGS,FINISHES AND OTHER NON-STRUCTURAL ITEMS.
<br /> 07/27/18
<br /> APPROVED EQUIVALENT.CONNECTORS SHALL BE INSTALLED PER MANUFACTURERS
<br /> THE TOP SURFACE OF FOOTINGS SHALL BE LEVEL.THE BOTTOM SURFACE OF FOOTINGS SPECIFICATIONS WITH ALL HOLES IN HANGERS TO BE NAILED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILTIYOF THE STRUCTURE DURING
<br /> SHALL BE PERMITTED TO HAVE A SLOPE NOT EXCEEDING ONE UNIT VERTICAL IN 10 UNITS CONSTRUCTION AND SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL AU-
<br /> HORIZONTAL FOOTINGS SHALL BE STEPPED IN ALL OTHER CASES. SOLID BLOCKING OF 2"NOMINAL THICKNESS OR GREATER SHALL BE PROVIDEDAT ENDSAND PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED.THE CONTRACTOR (((
<br /> AT ALL SUPPORTS OF JOISTS AND RAFTER.INSTALL BLOCKING OR BRIDGING AT 8,0°0.C.FOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT !LI '%
<br /> ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING.COMPACTED FILL SHALL FLOOR JOISTS AND 10'-0'O.C.FOR RAFTERS.PROVIDE SQUASH BLOCKING NEXT TO RIMJOIST REQUIRED INSPECTIONS.
<br /> BE FREE OF ORGANIC MATERIAL AND DEBRIS.FILL SHALL SE PLACED IN A MAXIMUM OF8 INCH UNDER ALL PERIMETER POSTS AND COLUMNS CONSISTING OFA DOUBLE STUD OR GREATER,
<br /> LIFTS AND COMPACTED TO A MINIMUM 96%OF THE MAXIMUM DENSRYAS DETERMINED BY BLOCKING TO MATCH THE AREA OF THE MEMBER ABOVE.UNLESS OTHERWISE SPECIFIED, THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR SIMILAR CONDITIONS NOT N .
<br /> ASTM D1557. PROVIDE AN EQUIVALENT COLUMN OR SOLID BLOCKING TO SUPPORT OR FLOOR BELOW AT SHOWN. / av,
<br /> ALL COLUMN LOCATIONS.
<br /> RETAINING WALLS AND EXTERIOR PERIMETER FOUNDATIONS SHALL HAVE 4°PERFORATED PREFABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURERS
<br /> FOOTING DRAINS SURROUNDED W/GRAVEL ON THE HIGH SOIL SIDE RETAINING WALLS SHALL PROVIDE DOUBLE JOIST UNDER ALL INTERIORS WALLS THAT RUN PARALLEL TO JOIST RECOMMENDATIONS.
<br /> ACB
<br /> BE KFILLED WITH FREE DRAINING GRANULAR MATERIAL MINIMUM OF 12'WIDE TO ORIENTATION.
<br /> SE BAC 12'OF FINISHED GRADE. THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE ENGINEER AND CAN BE REPRODUCED
<br /> ONLY WITH THE PERMISSION OF THE ENGINEER,IN WHICH CASE THE REPRODUCTION MUST
<br /> ENGINEERED WOOD PRODUCTS: BEAR THEIR NAMES AS ENGINEER.
<br /> CONCRETE: MANUFACTURED ROOF TRUSSES:
<br /> ENGINEERED WOOD PRODUCTS MANUFACTURED BY TRUS JOIST MACMILLAN CORPORATION.
<br /> • CONCRETE SHALL BE OF THE FOLLOWING 28 DAY TEST STRENGTH: DESIGN VALUES PRESENTED FOR ALLOWABLE STRESS DESIGN. ROOF TRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF Robert Reed
<br /> •
<br /> WASHINGTON AND FABRICATED FROM HIS/HER Pe=3000 PSI MICROLLAM LAMINATED VENEER LUMBER(LVII PARALLAM PARALLEL STRAND LUMBER(PSL) UNDER DESIGN LOADS AND VERIFIED PRIOR TO FABWCATITMON.STRUSOWS DESIGNSSHALLSHALL BE
<br /> ARCHITECT
<br /> SUBMITTED FOR REVIEW.BLOCK EDGES WHERE CALLED FOR IN PLANS.HANDLE AND INSTALL
<br /> CONCRETE QUALITY,MIXING AND PLACING SHALL BE IN ACCORDANCE WITH IBC 1905. 5: 1,800,000 PSI E: 2,000,000 PSI IN STRICT ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.
<br /> CONCRETE PROPORTIONS SHALL BE DETERMINED IN ACCORDANCE WITH THE PROVISIONS Fb: 2,800 PSI Fb: 2,900 PSI
<br /> OFACI 31B,SECTION 52 Fv: 285 PSI W: 290 PSI
<br /> Fo(PERP) 750 PSI Fc(PERP). 650 PSI
<br /> DESIGN F's=2500 PSI FOR LIGHT FRAMED CONSTRUCTION,TWO STORIES OR LESS IN HEIGHT Fe: 2,480 PSI PG 2,900 PSI
<br /> WITH TEST STRENGTH OF Pe=3000 PSI TO MEET DURABILITY REQUIREMENTS.DESIGN Pc=
<br /> 3000 PSI FOR ALL OTHER STRUCTURES.MINIMUM PERMISSIBLE CEMENT CONTENT IN STD. EQUIVALENT ENGINEERED LUMBER PRODUCTS BY OTHER MANUFACTURERS MAY BE
<br /> 94-LB SACKS/CY SHALL BE 5 Y SACKS.MAXIMUM AGGREGATE SIZE SHOULD NOT BE LARGER SUBSTITUTED,PENDING REVIEW AND APPROVAL OF THE ARCHITECT,PROVIDED THEY HAVE 4309 Wemelt. .SI 50•45.4THANY%THE NARROWEST DIMENSION BETWEEN FORMS,Ys THE DEPTH OF SLABS AND AJ THE IC80 APPROVAL FOR EQUAL OR GREATER ALLOWABLE DESIGN STRESSES aMiugbn BexOs
<br /> MIN CLEAR SPACING BETWEEN PARALLEL REINFORCING BARS.A MAXIMUM SEE OF P"IS
<br /> RECOMMENDED FOR COLUMNS,GIRDERS,BEAMS AND JOISTS. EXISTING STRUCTURE(REMODELS ANDADDITIONB): P 425.346.741e
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<br /> NON43HRINK 4000 PSI NON-SHRINK GROUT SHALL BE USED FOR ALL COLUMN BASE PLATES. ALL AS•BUILT SITE CONDITIONS ARE ASSUMED,AND IT IS THE CONTRACTOR'S
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<br /> LL EXI
<br /> RESPONSIBILITY TO VERIFY AU.DUSTINGS AS SHOWN IN PLANS.CONTACT
<br /> PROVIDE CONTROL JOINTS ATA MAXIMUM OF 26-0'TO MINIMIZE THE EFFECTS OF CONCRETE ENGINEER OR ARCHITECT IF EXISTING CONDITIONS ARE SIGNIFICANTLY DIFFERENT FROM
<br /> SHRINKAGE DURING CURING.CONCRETE SHALL BE PROTECTED DURING CURING TO MINIMIZE PLANS,
<br /> EVAPORATION AND MAINTAIN A MOIST CONDITION.
<br /> CONTRACTOR TO VERIFY EXISTING ORIENTATION,CONDITION,PLACEMENT AND DIMENSIONS:
<br /> PIPES SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY
<br /> APPROVED BY THE DESIGN ENGINEER,WITH THE EXCEPTION OF ELECTRICAL CONDUIT. JOISTS,RAFTERS AND TRUSSES
<br /> BEAMS
<br /> COLUMNS.
<br /> REINFORCING STEEL BEARING LS
<br /> EXISTING VAI LS THAT ARE SUPPORTING ADDITIONAL LOAD SHALL BE
<br /> REBAR GRADE 4-(PSI) VERIFIED/SUPPLEMENTED FOR THE FOLLOWING: W
<br /> 44&SMALLER 40 40,000 2x_STUDS fa 18"0.C.. Z W 0
<br /> #5&LARGER 80 80,000 (2)2x CONTINUOUS TOP PLATE SPLICED PER IBC REQUIREMENTS. >
<br /> (1)2x_SILLJBASE PLATE. Q LL CO
<br /> CLEAR COVER
<br /> CAST AGAINST EARTH: 3' -
<br /> EXPOSED TO EARTH OR WEATHER. 2• CEILING JOISTS: re
<br /> 7
<br /> SLABS,WALLS AND JOISTS: 3/4' CONFORMW
<br /> UNLESS NOTED OTHERWISE IN PLANS CEILINGS JOISTS SHALL TO INC 8802 AND HN LL
<br /> � 0
<br /> BEAMS AND COLUMN: 1 Yi THE FOLLOWING:
<br /> LAP SPLICES AND HOOKS: CEILING JOISTS SHALL BE HEM-FIR#2 GRADE AND SPACED AT 24 INCHES ON CENTER.SEE Z
<br /> LAP ALL FIELD SPLICES 50•db UNLESS NOTED OTHERWISE.STANDARD 90 DEGREE HOOKS CHART BELOW FOR MAXIMUM ALLOWABLE CEILING JOIST SPANS(IRC TABLE R8024(2).SPANS W
<br /> SHALL CONSIST OF AB•tlb 0 SENO WITH A 12'db HOOK EXTENSION,INHERE AS STANDS FOR ARE BASED ON UNINHABITABLE ATTICS WITH LIMITED STORAGE,LL=20 PSF,DEFLECTION �/
<br /> THE NOMINAL BAR DIAMETER(I.E.#4 BAR db=0.60',#5 BARS db=0.625)
<br /> LIMITATIONS=U240.ENDS OF CEILING JOISTS SHALL BE LAPPED MIN.9INCHES.AILED TOENAIL)154. m M H„
<br /> CEILING JOISTS TO TOP PLATE W/(3)8d.LAPPED JOISTS SHALL BE FACE NAILED W/(3)10d. W
<br /> MISC. FACE NAIL TO ALL RAFTER,WHERE APPLICABLE,WI(3)tOtl. N W
<br /> DOWEL ALL EXTERIOR PROJECTIONS TO STRUCTURE WITH#4 BARS @ 12°HOOKED INTO MAXIMUM ALLOWABLE CEILING JOIST SPAN TABLE
<br /> WALL.
<br /> BEND WALL AND FOOTING BARS 25'AROUND CORNERS. 2x4 HF#28824'O!C 2x6 HF#28324'O1C i 2x8 HF#2 dB 24"O/C 2x10 HF#28$24"0/C
<br /> WELDED WIRE MESH SHALL CONFORM WITH ASTM AIB5 AND SHALL BE 64 W1.4x1A UNLESS i T'-I" 16-4°
<br /> I 13'-1' 16N0"
<br /> NOTED OTHERWISE.PLACE AT MID-DEPTH OF SLAB AND PROVIDE TWO FULL MESH OVERLAP
<br /> AT SPLICES. STRUCTURAL
<br /> NOTES AND
<br /> SHEATHING:
<br /> SCHEDULES
<br /> 1)WALLS:7/16"APA RATED SHEATHING,24/16,EXPOSURE,NAIL TO OUTSIDE FACE OF STUDS
<br /> WITH 8d NAILS BD E"O.C.ALL PANEL EDGES AND AT 12.O.C.IN FIELD AND PROVIDE SOLID
<br /> BLOCKING AT ALL EDGES UNLESS NOTED OTHERWISE 114 PLAN OR SHEARWALL SCHEDULE. REVISION: -
<br /> DATE: 07.27-18
<br /> 2)ROOF:7/18°APA RATED SHEATHING,24/18,EXPOSURE,NAIL TO RAFTERS/TRUSSES WITH 8d
<br /> NAILS 4 6"O.C.ALL PANEL EDGES AND AT 12"O.C.IN FIELD AND PROVIDE SOLID BLOCKING DESIGNED BY: JBL
<br /> CHECKED BY:
<br /> AT ALL EDGES UNLESS NOTED OTHERWISE IN PLAN OR SHEARWALL SCHEDULE.
<br /> SCSI F. AS NOTED
<br /> 3)FLOORS:3/4"APA RATED SHEATHING,48124,EXPOSURE,NAIL TO JOISTS WITH 101 NAILS Bq PROJECT N0: E1114
<br /> • 8'0.0.ALL PANEL EDGES AND AT 12'0.C.IN FIELD AND PROVIDE SCUD BLOCKING AT ALL
<br /> EDGES UNLESS NOTED OTHERWISE IN PLAN OR SHEARWALL SCHEDULE. r,/ SHEET NO:
<br /> � + S1
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