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<br /> DESIGN CRtTER1A: WOOD FRAMING: � NAILING SCHEDULE: IBC 2015 2304.10.1 � . �.
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<br /> STRUCTURAL SYSTEMS PRESENTED IN THESE PLANS HAd�E BEEN DESIGNED TO MEET THE ALL GRADES SHALL CONF�RM TO"WWPA GRADWG RULES FOR WESTERN LUMBER, LATEST HANDRAIL AND GUARDRAIL SYSTEMS: � � -
<br /> REQUIREMENTS OF THE 2015 EDITION OF THE INTERNATIC)NAL BUILDING CODE. EDITION" #OF REQ'D � `
<br /> TYPICAL CONNECTION TYPE FASTENER LOCATION >
<br /> UNLESS NOTED OTHERWISE IN THESE CONSTRUCTION DOCUMENTS,DESIGN AND DETAILING FASTENERS �
<br /> OF ALL HANDRAIL AND GUARDRAIL SYSTEMS ARE CONSIDERED DEFERRED SUBMITTALS PER
<br /> BEAMS(4X AND GREATER) DF#1 OR BETTER Z
<br /> DESIGN LOADS: POSTS DF#1 OR BETTER IBC 107.3.4.1. 8d COMMON(or) S AGGER a . �
<br /> JOIST TO SILL OR GIRDER 3 3"x 0.131"NAILS ( )
<br /> STUDS HF#2/STUD ALL RAIL SYSTEMS SHALL CONFORM TO THE FOLLOWING LOADING REQUIREMENTS OF ASCE
<br /> RISK CATEGORY: II (ASCE TABLE 1.5-1) ALL OTHER LUMBER HF#2 OR BETTER 7-10 4.5.
<br /> BRIDGING TO JOIST 2 8d COMMON (or) TOENAIL EACH V
<br /> 3"x 0.131" NAILS END w '�
<br /> LATERAL SEISMIC LOADS: ANALYSIS METHOD:SIMPLIFI#=D PROCEDURE G�UE LAMINATED TIMBER: CONCENTRATED LOAD: 200 LBS APPLIED TO PRODUCE MAXIMUM LOAD EFFECT �
<br /> le = 1.00, SITE CLASS D (ASSUMED) UNIFORM LOAD: 50 LB/FT APPLIED TO HANDRAIL OR TOP RAIL SOLE PLATE TO JOIST OR TYPICAL FACE
<br /> SEI�MIC DESIGN CATEGORY f� MEMBER USE SPAN TYPE SPECIES COMB.SYMBOL Fbx+ Fbx- 8"O.C. 3"x 0.131"NAILS
<br /> EXCEPTION: UNIFORM LOAD NEED NOT BE CONSIDERED BLOCKING(WALL) NAIL
<br /> LIGHT FRAME BEARING WALI.w/WOOD PANEL: R=6.5 gEAM SIMPLE DF/DF 24F V4 2400 PSI 1850 PSI FOR ONE AND TWO-FAMILY DWELLINGS Q �
<br /> Ss= 1.43 8�S� =0.55(PER USC�S MAP w/LAT.&LON.) gEAM CANTILEVER DF/DF 24F V8 2400 PSI 2400 PSI INTERMEDIATE RAILS: 50 LB HORIZONTAL LOAD ON AN AREA NOT TO EXCEED A 12 TOP PLATE TO STUD,OR S7UD 3 3"x 0.131" NAILS END NAIL �
<br /> SDs=0.96&So� =0.55 �
<br /> Cs=0.162 (SEISMIC RESPON�E COEFFICIENT) '' INCH BY 12 INCH AREA TO SOLE PLATE(WALL) � : .
<br /> FOR WALLS ADJACENT TO FLOOR DIAPHRAGM OPENINGS,THE WALL STUDS SHALL BE ?
<br /> CONTINUOUS FULL HEIGHT;STUDS. STUQ TO SOLE PLATE WALL Sd COMMON(or) �
<br /> LATERAL WIND LOADS: WIND SPEED: 110 mph SIMPSON EPDXY ADHESIVE FASTENERS: � � 4 3"x 0.131" NAILS TOENAIL �
<br /> EXPOSURE C
<br /> GCPi=t�.18 ALL EXTERIOR DECK FRAMING AND WOOD MEMBERS IN CONTACT WITH CONCRETE OR EPDXY ADHESIVE BY SIMPSON "AT-XP" EPDXY SYSTEM ICGES REPORT ESR-0263. USE ASTM DOUBLE STUDS,OR MULTIPLE �
<br /> f(Zt= 1.50 (CALCULATED) MASONRY SHALL BE PRESSURE TREATED. FASTENERS FOR PRESERVATIVE-TREATED WOOD F1554 G36 THREADED ROD. NO SUBSTITUTIONS WITHOUT ENGINEERS WRITTEN APPROVAL. LAM MEMBERS 8��O.C. 3"x 0.131"NAILS FACE NAIL V'
<br /> (WITH THE EXCEPTION OF STEEL BOLTS ONE-HALF-INCH DIAMETER UR GREATER}SHALL BE CLEAN AND PREPARE THE HOLE PER SIMPSON'S SPECIFICATIONS. INSTALL ANCHORS PER
<br /> � VERTICAL LOADS: R(�OF LOADS FLOOR LOA�)S OF HOT-DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL,SILICON BRONZE OR MANUFACTURER'S INSTRUCTIONS.ANCHOR CAPACITY IS DEPENDANT UPON SPACWG �` '
<br /> " COPPER.WHEN USING STAINLESS STEEL OR HOT-DIPPED GALVANIZED CONNECTORS,THE BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EQGE OF CONCRETE. DOUBLE TOP PLATES 12"O.C. 3"x 0.131"NAILS TYPICAL FACE Y 3.; •�
<br /> CONNECTORS AND FASTENERS SHOULD BE MADE OF THE SAME MATERIAL. FOLLOW NAIL ; x�
<br /> DEAD LOAD 95 PSF 15 PSF INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON ' F ,�' '
<br /> LIVE LOAD N/A 40 PSF MANUFACTUR�R'S RECOMMENDATIONS FOR CORROSION PROTECTION WHEN STEEL THE DRAWINGS. � � ��; U'
<br /> BLOCKING BETWEEN JOISTS OR ` ��'� `,�' �
<br /> SNOW LOAD (Is= 1.00) 25 PSF N/A HANGERS AND CONNECTORS ARE USED. RAFTERS TO TOP PLATE 3 3"x 0.131" NAILS TOENAIL � *,�' �
<br /> EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC �
<br /> ALL DOOR AND WINDOW HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS SHALL BE ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT,THE � ;
<br /> SOIL AND FOUNDATION: (2)2x8 DF#2 WITH ONE CRIPPLE AND ONE STUD FOR OPENINGS 6'-0"OR LESS AND TWO CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE RIM JOIS7 TO TOP PLATE 6"O.C. 3"x 0.131"NAILS TOENAIL � �„ •' •
<br /> CRIPPLE AND ONE STUD FOR OPENINGS MORE THAT 6'-0"WIDE.ALL COLUMNS NOT TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE �
<br /> DESIGN VALUES: SPECIFICALLY CALLED OUT UN THE PLANS StiALL BE(2)2x(MATCH WALL STUDS)HF#2 NAI4ED ANCHORS, BY HILTI FERROSCAN,GPR,X-RAY, CHIPPING OR OTHER MEANS. FILL ALL NAIL � � O
<br /> TOGETHER PER STRUCTURAL NOTES. RAFTER TO TOP PLATE RAFTER SPACING SIMP."H1"CLIP HOLES PER SIMP. � � �
<br /> CONTRACTOR IS RESPONSIBLE FOR SCHEDULING ALL REQUIRED SPECIAL INSPECTIONS. �-i
<br /> ALLOWABLE BEARING: 1500 PSF ASSUMED(SEE NOl"E BELOW} SPIKE LAMINATE 2x4 COLUMNS TOGETHER WITH 16d COMMON @ 6"O.C.STAGGERED. VERIFY WITH LOCAL BUII.DING DEPARTMENT IF ADDITIONAL SPECIAL INSPECTIONS ARE 16d COMMON (or) � � �
<br /> NO CALCULATED GEOTECHNICAL SOIL PARAMETERS RE��'JRT HAS BEEN PROVIDED BY THE �MI�IATE Zx6 CO�UMNS TOGETHER WITH (2)OFFSET ROWS OF 16d COMMON @ 6 O.C. DRIVE REQUIRED FOR POST INSTALLED ANCHORS. JOIST TO RIM (BANU)JOIST 4 FACE NAIL • r..� �
<br /> ADJACENT NAILS FROM OPPOSITE SIDES OF THE COLUMN. EACH INDIVIDUAL STUD SHALL BE 3"x 0.131" NAILS ��
<br /> CLIENT,THEREFORE, TYPICAL REASONAB�E ASSUMED SC)IL BEARING AND LATERAL ATTACHED TO THE ADJACENT STUD. �'
<br /> PRESSURE VALUES HAVE BEEN ASSUMED FOR THE PURPOSE OF°THE STRUCTURAL DESIGN a. COMMON NAILS (6d-2"x 0.113",8d-�2"x 0.131", 10d-3"x 0.148") � r""� �
<br /> CONTAINED WITHIN THESE CONSTRUCTION DOCUMENTS. IT IS THE RESPONSIBILITY OF THE PROVIDE DOUBLE TOP PLATES AT ALL WALLS AND STAGGER SPLICES A MINIMUM OF 48". GENERAL NOTES: b. FOR ALL CONNECTIONS NOT SHOWN, REFER TO IBC 2304.9.1, DETAILS AND SHEAR WALL � tD •�
<br /> CLIENT OR CONTRACTOR TO SITE VERIFY SOIL VALUES Pi210R TO CONSTRUCTION. ATTACH BOTTOM PLATE TO WOOD FRAM�NG BELOW WITH 16d @ 12"O.C.OR BOLT TO SCHEDULE � �
<br /> COEFFICIENT OF FRICTtON: 0.35 CONCRETE WITH 1/2"DIAMETER ANCHOR BOLTS @ 48"O.C. EMBEDDED 7"MIN, UNLESS NOTED DO NO7 SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS.THE CONTRACTOR SHALL � � C .
<br /> OTHERWISE IN PLAN OR SHEARWALL SCHEDULE. VERIFY ALI.DIMENSIONS AND ALL CONDITIONS AT THE SITE.CONFLICTS BETWEEN THE G'�'>, °�
<br /> ACTIVE PRESSURE: 35 PCF(UNRESTRAINED) DRAWING AND SITE SHALL BE REPORTED TO THE ENGINEER BEFORE PROCEEDING WITH THE � � �y •
<br /> ' 60 PCF(RESTRAINED} NON-BEARING WALLS MUST BE HELD AWAY FROM TRUSS BOTTOM CHORDS WITH AN WORK. M � •
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<br /> PASSIVE PRESSURE: 300 PCF APPROVED FASTENER TO INSURE THAT THE TRUS� DOES NOT BEAR ON THE WALL.
<br /> REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,SLOPES,DOOR AND 07/27/16
<br /> ALL FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OFd.COMPAC7ED FILL AT LEAST 18" CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG T�E COMPANY, INC.,OR WINDOW OPENINGS, FINISHES AND OTHER NON-STRUCTURAL ITEMS.
<br /> BELOW FINISHED GRADE. APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED PER MANUFACTURERS -. '
<br /> SPECIFICATIONS WITH ALL HOLES IN HANGERS TO BE NAILED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING B• I'I p
<br /> THE TOP SURFACE OF FOOTINGS SHALL BE LEVEL.THE BrJTTOM SURFACE OF FOOTINGS CONSTRUCTION AND,SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL �
<br /> SHALL BE PERMITTED TO HAVE A SLOPE NOT EXCEEDING ONE UNIT VERTICAL IN 10 UNITS � o�� �
<br /> SOLID BLOCKING OF 2"NOMINAL THICKNESS OR GREATER SHALL BE PROVIDED AT ENDS AND PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED.THE CONTRACTOR �, � �;
<br /> HORIZONTAL. FOOTINGS SHALL BE STEPPED IN ALL OTHEit CASES. AT ALL SUPPORTS OF JOISTS AND RAFTER. INSTALL BLOCKING OR BRIDGING AT 8'-0"O.C. FOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT
<br /> FLOOR JOISTS AND 10'-0"O.C. FOR RAFTERS. PROVIDE SQUASH BLOCKING NEXT TO RIM JOIST REQUIRED INSPECTIONS.
<br /> ALL WALLS SHALL BE ADEQUA?'ELY BRACED PRIOR TO BA,CKFILLWG.COMPACTED FILL SHALL UNDER ALL PERIMETER POSTS AND COLUMNS CONSISTING OF A DOUBLE STUD OR GREATER, �
<br /> BE FREE OF ORGANIC MATERIAL AND DEBRIS. FiLL SHALL BE PLACED IN A MAXIMUM OF 8 INCH 4�y���
<br /> BL�CKING TO MATCH THE AREA OF THE MEMBER ABOVE. UNLESS OTHERWISE SPECIFIED, THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR SIMILAR CONDITIONS NOT
<br /> LIFTS AND COMPACTED TO A MINIMUM 95%OF THE MAXI(VIUM DENSIIY AS DETERMINED BY PROVIDE AN EQUIVALENT COLUMN OR SOLID BLOCKING TO SUPPORT OR FLOOR BELOW AT SHOWN. '
<br /> ASTM D-1557.
<br /> �NAL��
<br /> ALL COLUMN LOCATIONS. PREFABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURERS �'', �
<br /> RETAINING WALLS AND EXTERIOR PERIMETER FOUNDATIONS SHALL HAVE 4"PERFORATED pROVIDE DOUBLE JOIST UNDER ALL INTERIORS WALLS THAT RUN PARALLEL TO JOIST RECOMMENDATIONS.
<br /> FOOTING DRAINS SURROUNDED W/GRAVEL ON THE HIGH SOIL SIDE. RETAINING WALLS SHALL ORIENTATION.
<br /> ' BE BACKFILLED WITH FREE DRAINWG GRANULAR MATER4r4L A MINIMUM OF 12"WIDE TO THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE ENGINEER AND CAN BE REPRODUCED
<br /> WITHIN 12"OF FINISHED GRADE. ONLY WITH THE PERMISSION OF THE ENGINEER, IN WHICH CASE THE REPRODUCTION MUST .
<br /> BEAR THEIR NAMES AS ENGINEER. �
<br /> ENGINEERED WOOD PRODUC7S:
<br /> CONCRETE: MANUFACTURED ROC?F TRUSSES:
<br /> ENGINEERED WOOD PRODUCTS MANUFACTURED BY TRUS JOIST MACMILLAN CORPORATION. �'
<br /> CONCRETE SHALL BE OF THE FOLLOWING 28 DAY TEST S"i'RENGTH: DESIGN VALUES PRESENTED FOR ALLOWABLE STRESS DESIGN. ROOF TRUSSES SHALL BE DESiGNED BY AN ENGINEER REGISTERED IN THE STATE�F Rabert Reed
<br /> WASHWGTON AND FABRICATED FROM HIS/HER DESIGNS.THE SNOW LOAD SHAI.L BE NOTED
<br /> F'c=3000 PSI MICROLLAM LAMINATED V�NEER LUMBER(LVL) PARALLAM PARALLEL STRAND LUMBER(PSL) UNDER DESIGN LOADS AND VERIFIED PRIOR TO FABRICATION,TRUSS DESIGNS SHALL�E A R C H I T E C T
<br /> SUBMITTED FOR REVIEW. BLOCK EDGES WHERE CALLED FOR IN PLANS. HANDLE AND INSTALL •
<br /> CONCRETE QUALITY, MIXING AND PLACING SHALL BE IN A��CCORDANCE WITH IBC 1905. E: 1,800,000 PSI E: 2,000,000 PSI IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. � ;
<br /> CONCRETE PROPORTIONS SHALL BE DETERMINED IN ACCtORDANCE WITH THE PROVISIONS Fb: 2,600 PSi Fb: 2,900 PSI �'�" .
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<br /> OF ACI 318, SECTION 5.2 Fv: 285 PSI Fv: 290 PSI •
<br /> Fc(PERP): 750 PSI Fc(PERP): 650 PSI
<br /> DESIGN F'c=2500 PSI FOR LIGHT FRAMED CONSTRUCTIOrJ,TWO STORIES OR LESS IN HEIGHT Fc: 2,460 PSI Fc: 2,900 PSI
<br /> WITH TEST STRENGTH OF F'c=3000 PSI TO MEET DURABII_ITY REQUIREMENTS.DESIGN F'c=
<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 Yz SACKS. MAXIMUM AGGREG�ITE SIZE SHOULD NOT BE LARGER SUBSTITUTED, PENDING REVIEW AND APPROVAL OF THE ARCHITECT, PROVIDED THEY HAVE 4309 Olympic Boulevard
<br /> THAN Ya THE NARROWEST DIMENSION BETWEEN FORMS,%3 THE DEPTH OF SLABS AND 3/4 THE ICBO APPROVAL FOR EQUAL OR GREATER ALLOWABLE DESIGN STRESSES Everett,Washington 98203
<br /> MIN CLEAR SPACING BETWEEN PARALLEL REINFORCING��ARS.A MAXIMUM SIZE OF 3/�' IS �'
<br /> RECOMMENDED FOR COLUMNS, GIRDERS,BEAMS AND JGISTS. EXISTING STRUCTURE(REMODELS AND ADDITIONS): p 425.349.7016
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<br /> NON-SHRINK 4000 PSI NON-SHRINK GROUT SHALL BE US�D FOR ALL COLUMN BASE PLATES. ALL AS-BUILT SITE CONDITIONS ARE ASSUMED,AND IT IS THE CONTRACTOR'S
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<br /> RESPONSIBILITY TO VERIFY ALL EXISTINGS CONDITIONS AS SHOWN IN PLANS. CONTACT . •
<br /> PROVIDE CONTROL JOINTS AT A MAXIMUM OF 20'-0"TO MINIMIZE THE EFFECTS OF CONCRETE ENGINEER OR ARCHITECT IF EXISTING CONDITIONS ARE SIGNIFICANTLY DIFFERENT FROM
<br /> SHRINKAGE DURING CURING. CONCRETE SHALL BE PROl'ECTED DURING CURING TO MINIMIZE p�q��, �'�`" .
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<br /> EVAPORATION AND MAtNTAIN A MO1S7 CONDITION. ' �
<br /> CONTRACTOR TO VERIFY EXISTING ORIENTATION, CONDITION, PLACEMENT RND DIMENSIONS:
<br /> PIPES SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRI=TE UNLESS SPECIFICALLY
<br /> APPROVED BY THE DESIGN ENGINEER,WITH THE EXCEP�'ION OF ELECTRICAL CONDUIT. JOISTS, RAFTERS AND TRUSSES
<br /> BEAMS � �
<br /> COLUMNS
<br /> REINFORCING STEEL: BEARING WALLS
<br /> EXISTING WALLS THAT ARE SUPPORTING ADDITIONAL LOAD SHALL BE W ��
<br /> REBAR: GRADE PSI VERIFIED/SUPPLEMENTED FOR THE FOLLOWING:
<br /> 2x_STUDS @ 16"O.C. � W o
<br /> #4&SMALLER 40 40,000 (2)2x CONTINUOUS TOP PLATE SPLICED PER IBC REQUIREMENTS. � �
<br /> #5 8�LARGER 60 60,000 �
<br /> (1)2x_SILL/BASE PLATE. W �/ ;
<br /> LL � ..,.
<br /> CLEAR COVER: ,, � Q � < �4 '
<br /> CAST AGAINST EARTH: 3" v, N
<br /> EXPOSED TO EARTH OR WEATFiER: 2" CEILING JOISTS: LL �
<br /> � W�/ �
<br /> SLABS,WALLS AND JOISTS: 3/4 UNLESS NOTED OTHERWISE IN PLANS CEILWGS JOISTS SHALL CONFORM TO IRC R802 AND �+- O �
<br /> BEAMS AND COLUMN: � %2° THE FOLLOWING: �
<br /> LAP SPLICES AND HOOKS: � � �
<br /> C E I L I N G J O I S T S S H A L L B E H E M-F I R#2 G R A D E A N D S P A C E D A T 2 4 1 N C H E S O A I C E N T E R.S E E
<br /> CHART BELOW FOR MAXIMUM ALLOWABLE CEI�ING JOIST SPANS(IRC TABLE R802.4(2). SPANS +
<br /> L A P A L L F I E L D S P L I C E S 5 0"d b U N L E S S N O T E D O T H E R W I S E;.S T A N D A RD 9 0 DEGREE HOOKS A R E B A S E D O N U N I N H A B I T A B L E A T T 1 C S W I T H L I M I T E D S T O R A G E, L L=2 0 P S F,D E F L E C T I O N � ~ W
<br /> S H A L L C O N S I S T O F A 6*d b W B E N D W I T H A 1 2°d b H O O K E X"�E N S I O N,W H E R E d b S T A NDS F ORm �
<br /> THE NOMINAL BAR DIAMETER(I.E.#4 BAR db=0.50",#5 BA,k�S db=0.625") LIMITATI ON S= U240. E ND S O F C E I L I N G J O I S T S S H A L L B E L A P P E D M I N.3 I N C H E S.T O E N A I L A L L ('�')
<br /> CEILING JOISTS TO TOP PLATE W/(3)8d. LAPPED JOISTS SHALL BE FACE NAILED W/(3) 10d. W
<br /> FACE NAIL TO ALL RAFTER,WHERE APPLICABLE,W/(3)10d. O N > �
<br /> MISC.
<br /> Q N W �:;"�Y` .
<br /> DOWEL ALL EXTERIOR PROJECTIONS TO STRUCTURE WI�'H#4 BARS @ 12"HOOKED INTO MAXIMUM ALI.OWABLE CEILING JOIST SPAN TABLE � , '
<br /> WALL.
<br /> BEND WALL AND FOOTWG BARS 25"AROUND CORNERS. 2x4 HF#2 @ 24"O/C 2x6 HF#2 @ 24"O1C 2x8 HF#2 @ 24"O/C 2x10 HF#2 @ 24"O/C
<br /> WELDED WIRE MESH SHALL C(�NFORM WITH ASTM A185 A,ND SHALL BE 6x6 W1.4x1.4 UNLESS 7'-1" ,{ 10'-4" 13'-1" 16'-0"
<br /> NOTED OTHERWISE. PLACE AT MID-DEPTH OF SLAB AND F'ROVIDE TWO FULL MESH OVERLAP
<br /> STRUCTURAL
<br /> AT SPLICES.
<br /> NOTES AND '
<br /> SHEATHING: SCHEDULES
<br /> 1) WALLS:7/16"APA RATED SHEATHING, 24/16, EXP05UR�:, NAIL TO OUTSIDE FACE OF Sl`i1DS '
<br /> WITH 8d NAILS @ 6" O.C.ALL PANEL EDGES AND AT 12"O.C. IN FIELD AND PROVIDE SOLID �
<br /> BLOCKING AT ALL EDGES UNLESS NOTED OTHERWISE IN PLAN OR SHEARWALL SCHEDULE. REVISION: - •
<br /> DATE: 07-27-16 �
<br /> 2) ROOF: 7/16"APA RATED SHEATHING, 24/16, EXPOSURE, NAIL TO RAFTERS/TRUSSES WITH 8d DE5IGNED BY: JBL
<br /> NAILS�6" O.C.ALL PANEL�DGES AND AT 12"O.C. IN FIELD AND PROVIDE SOLID BLOCKING -
<br /> CHECKED BY:
<br /> AT ALL EDGES UNL�SS NOTED OTHERWISE iN PLAN OFt SHEARWALL SCHEDULE. �
<br /> SCALE: AS NOTED ,
<br /> 3) FLOORS; 3/4"APA RATED SHEATHING, 48I24, EXPOSURi=, NAIL TO JOISTS WITH 10d NAILS @ PROJECT NO: E1114
<br /> , 6" O.C.ALL PANEL EDGES AND AT 12"O.C. IN FIELD ANCt PROVIDE SOLID BLOCKING AT ALL
<br /> SHEET NO: •.
<br /> EDGES UNLESS NOTED OTHERWISE IN PLAN OR SHEAN,WALL SCHEDULE.
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