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g H 9) <br />(T1 1 1) OSI3 or PLYWOOD SHEAR WALL SCHEDULE FOR SEISING DESIGN CATEGORY D9H AND <br />)9 E99 <br />SILL PLATE <br />INTERIOR <br />SHEATHING <br />SILL <br />BOTTOM PLATE. <br />ANCHOR BOLTS <br />WALLS TOP <br />ALLOWABLE <br />MARK <br />SHEATHING <br />EDGE NAILING <br />PLATE <br />NAILING <br />UNLESS OTHER <br />CONNECTION <br />SHEAR <br />SIZE <br />SPECIFIED ON <br />U.N.O. ON <br />THE PLAN <br />THE PLAN <br />5/8" MIN. APA <br />16d @ 6" o.c. to <br />1 /2"0 @ <br />T1 -6 <br />RATED PLYWOOD <br />8d @ 6" o.c. <br />2x <br />SINGLE blocking or <br />39 - 09Q <br />99 <br />A3@ 32 o,c. <br />147If5 <br />p <br />SIDING ONE SIDE <br />joist (interior walls) <br />o.c. <br />NOTES: <br />1. <br />All fasteners shall be common wire or galvanized box and meet the following criteria: <br />8d galvanized casing <br />8d common = 0.131"0 x 2-1/2" min. <br />10d common = 0.148% x 3" min. <br />8d box galvanized = 0.1130 x 2-1/2"min. <br />10d box galvanized = 0.1280 x 3" min. <br />2. <br />Schedule is based on IBC 2015 for wood framed walls with 2x4(minimum) SPF#2 or BTR. <br />3. <br />Sheathing is to be plywood siding 3/8" min. thickness at point of nailing on panel edges installed on <br />studs are spased 16" o.c. max. <br />4. <br />Space nails at 12" o.c. along intermediate framing members. <br />5. <br />Sheathing is to be directly applied to studs and all edges blocked. <br />6. <br />Anchor bolts to have a minimum 3%3"x1/4" thick plate washers. <br />7. <br />Provide full width blocking below post at ends of shear walls. <br />8. <br />Install anchor bolts within 12" and no closer than 4" of each plate break and holdown anchor. <br />9. <br />Edge nailing at ends of shear walls is to post With tie -down attached to it, <br />even if sheathing extends past the post. <br />10. <br />Thickness of grooved panels is measured at bottom of grooves, <br />REVERSE BOARD AND BATTEN <br />T1 -1 1 <br />CHANNEL GROOVE <br />OSI3 or PLYWOOD SHEAR WALL SCHEDULE FOR SEISMIC DESIGN CATEGORY <br />"D99 AND "E'H <br />SILL PLATE <br />INTERIOR <br />SILL <br />BOTTOM PLATE <br />ANCHOR UNLESS <br />WALLS TOP <br />ALLOWABLE <br />MARK <br />SHEATHING <br />SHEATHING <br />EDGE NAILING <br />PLATE <br />PLATENAILING <br />OTHER <br />OTHER <br />CONNECTION <br />SHEAR <br />ON <br />U.N.O. ON <br />THE PLAN <br />THE PLAN <br />7/16" APA. RATED <br />P9 <br />8d <br />16d @ 6" o.c. to <br />99 <br />5' @ <br />r <br />@ <br />240p1f <br />P1 - 6 <br />SHEATHING ONE <br />@ 6 o.c. <br />2X <br />SINGLE blocking or <br />0 <br />24" o.c <br />24 <br />SIDE <br />Joist interior walls <br />_5 o.c. <br />. <br />NOTES: <br />1. <br />All fasteners shall be common wire or galvanized box and meet the 'following criteria: <br />8d common - 0.131"0 x 2-1/2" min. <br />10d common = 0.148"0 x 3" min. <br />8d box galvanized = 0.1130 x 2-1/2"ruin. <br />10d box galvanized = 0.1280 x 3" min, <br />2. <br />Schedule is based on IBC 2015 for wood framed walls with 2x4(minimum) SPF 2 or BTR. <br />3. <br />Sheathing is to be span rated 24/0 minimum and may be plywood or OSB installed on <br />studs are spaced 16" o.c. max. <br />4. <br />Space nails at 12" o.c. along intermediate framing members. <br />5. <br />Sheathing is to be directly applied to studs and all edges blocked. <br />6. <br />Anchor bolts to have a minimum Yx3"0/4" thick plate washers. <br />7. <br />Provide full width blocking below post at ends of shear walls. <br />8. <br />Install anchor bolts within 12" and no closer than 4" of each plate break and holdown anchor. <br />9. <br />Edge nailing at ends of shear walls is to post with tie -down attached to it, <br />even if sheathing extends past the post. <br />ROOF SHEATHING PER PLAN, NAILED <br />w/8d NAILS @ 6"O.c. @ PANEL EDGES <br />& 12"O.c. ALONG INTERMIDIATE <br />FRAMING. (No BLOCKING) <br />SIMPSON H1 SEISMIC CLIP @ <br />24"o.c., IF H1 LOCATED AT <br />INTERIOR SIDE OF THE WALL, <br />ADD RBC ROOF CLIP @ 24"o.c. <br />FROM BLOCKING TO WALL TOP <br />PLATE. <br />H2.5 EACH SIDE AT MULTI -PLY <br />TRUSS <br />8d NAILS AT <br />6"o.c. SHEATHING <br />TO BLOCKING <br />EDGE NAILING PER <br />SHEAR WALL SCHEDULE <br />4 <br />TRUSS CONNECTION <br />OUTRIGGER CONNECTION <br />f_- <br />MANUFACTURED <br />TRUSSES PER <br />PLAN <br />RF-10 <br />r- F-rs zx,- W/ A04 U <br />EACH END (5)-8d ROOF <br />SHEATHING TO <br />BLOCKING <br />8d @ 6"0.0, <br />GABLE END TRUSS <br />X1 <br />F <br />�l <br />(4)-16d NAILS <br />2X4 BRACE AT 6'- <br />" <br />O.C. <br />PLYWOOD SH HIN To <br />RUN MAX., APPLY WHEN <br />PER P1-6 T ROO <br />DIAGHONAL BRACING <br />AS <br />SHEATHIN . PR IDE INTERMITTENT <br />LENGTH MORE THAN <br />FRAMIN AS QUIRED <br />1� 2x4 DI <br />ONAL BRACE <br />1 <br />@ 6" C. @ 48" <br />. <br />3. <br />SIMPSON A34 @ 48"o.c. <br />- BRACE TO TOP WALL PLATE <br />2 x 6 NAILER <br />EXISTIG SHEATHING <br />PANEL EDGE NAILING <br />GABLE END WALL <br />TRUSS GABLE END <br />4'-0" MIN. <br />(8) - 16d COMMON <br />1 C_J nn\/ <br />LA . I VVJ I r_.i\ I L_MIN <br />16" O.C. TYPICAL <br />LATERAL D E TA I L_ <br />FRMGB-12 <br />GENERAL: <br />ALL METHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE <br />2015 EDITION, AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. <br />THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: <br />a. PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTURAL ELEMENTS HAVE <br />BEEN INSTALLED AND CONNECTION COMPLETED. <br />b. FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE <br />PROCEEDING WITH THE WORK. <br />C. BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFLICTS IN DIMENSIONS, <br />MA ERIALS OR NOTES SHOWN ON THE PLANS. <br />d. INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER's <br />SPECIFICATIONS AND RECOMMENDATIONS. <br />WOOD ROOF TRUSSES: <br />METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY A WASHINGTON STATE PROFESSIONAL <br />ENGINEER IN ACCORDANCE WITH ANSI/TPI 1. TRUSSES INCLUDING DRAG TRUSSES AND SHEAR FRAMES, ARE <br />TO BE PLANT FABRICATED BY A (MANUFACTURER. <br />ALL TRUSSES: <br />- SHALL CARRY MANUFACTURER'S STAMP. <br />- THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE PER IRC SECTION 502.11.2 <br />AND 802.10.3 AS WELL AS THE TRUSS PLATE INSTITUTE'S BUILDING COMPONENT SAFETY <br />INFORMATION(. <br />- SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION. <br />- SHALL NOT BE FIELD CUT, NOTCHED SPLICED OR ALTERED WITHOUT THE APPROVAL OF A g <br />REGISTERED DESIGN PROFESSIONAL. NI <br />- TRUSS HANGERS SHALL BE SPEC)I`dcD BY THE TRUSS ENGINEER. <br />SHEAR WALL FRAMING <br />SEE SHEAR. WALL SCHEDULE <br />PLYWOOD DIAPHRAGM <br />ROOF SHEATHING OF SIZE SHOWN ON THE ARCHITECTURAL PLANS IS TO BE APA RATED 15/32" <br />PLYWOOD or 7,/16" O.S.B. SPAN RATED 24/16 MINIMUM DIRECTLY NAILED TO SUPPORTING TRUSSES OR <br />RAFTERS with LONG DIMENSION PERPENDICULAR TO SUPPORTS with 8d COMMON @ 6" o.c. AT ALL <br />EDGES AND 12" o.c. AT ALL INTERMEDIATE SUPPORTS. <br />WOOD FRAMING <br />2x LUMBER TO BE HF#2 or BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATE HF#3 <br />WHERE NOT SPECIFIED ON THE PLANS: <br />a. COLUMN IN WALLS ARE TO BE (2)-2x STUDS OF THE SAME WIDTH AS THE WALL and NAILED <br />WITH 16d @ 24" o.c. (UNLESS NOTES OTHERWISE) <br />b. FLOOR FRAMING PARALLEL TO INTERIOR PARTITIONS IS TO HAVE TWO FLOOR JOISTS DIRECTLY <br />BENEATH EACH PARTITION IF PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST. <br />C. FLOOR JOISTS SHALL BE LATERALLY SUPPORTED AT THE ENDS BY FULL -DEPTH SOLID BLOCKING <br />NOT LESS THAN 2 INCHES NOMINAL IN THICKNESS; OR BY ATTACHMENT TO A FULL -DEPTH <br />HEADER, BAND OR RIM JOIST, OR TO AN ADJOINING STUD TO PROVIDE LATERAL SUPPORT TO <br />PREVENT ROTATION. ALSO, LATERAL RESTRAINT SHALL BE PROVIDED AT EACH INTERMEDIATE <br />SUPPORT. <br />d. WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND NAILED <br />TOGETHER IN THE SPLICE ZONE WITH MINIMUM OF (8)-16d COMMON NAILS. <br />e. WOOD IN CONTACT WITH THE WEATHER, SOIL, CONCRETE or MASONRY IS TO BE PRESERVATIVE <br />TREATED COMPLYING WITH AWPA U1 AND M4 STANDARDS. <br />METAL CONNECTORS FOR WOOD: <br />8d @ 6"C C THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS <br />ROOF SHEATHING TO TRUSS MANUFACTURED BY "SIMPSON STRONG -TIE" AS SPECIFIED IN THE LATEST CATALOG. <br />PER PLAN BOLTS ARE TO BE A307 WITH MASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUTS. BOLT HOLES <br />ARE TO BE ips" GREATER IN DIAMETER THAN BOLT DIAMETER. <br />NAILS ARE TO BE COMMON WIRE NAILS AND OF QUANTITY, SIZE, LENGTH AND TYPE AS SPECIFIED BY <br />SIMPSON. <br />2x4 OUTRIGGER FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED, ZINC -COATED GALVANIZED <br />@ 24"o.C. WITH A MINIMUM COATING WEIGHT COMPLYING WITH ASTH A153. THIS INCLUDES NUTS AND WASHERS. <br />FASTENERS OTHER THAN NAILS AND TIMBER RIVETS ARE PERMITTED TO BE MECHANICALLY DEPOSITED ZINC <br />-COATED WITH COATING WEIGHT COMPLYING WITH ASTM B695, CLASS 55 MINIMUM. <br />NOTCH TRUSS 1'-0" MAX. <br />DESIGN CRITERIA: <br />UPPER CHORD FOR <br />ROOF DEAD LOAD <br />15 psf <br />OUTRIGER ACCESS <br />SNOW LOAD <br />25 psf <br />ROOF TRUSS B0170M CHORD LIVE LOAD <br />FOR <br />UNINHABITABLE ATTIC WITHOUT STORAGE <br />1Opsf <br />(ROOF TRUSS BOTTOM CHORD LIVE <br />LOAD DOES NOT ACT <br />SHEATH TRUSS <br />PER P1-6 <br />CONCURENTLY WITH THE ROOF LIVE <br />LOAD) <br />FLOOR DEAD LOAD <br />10 psf <br />GABLE END <br />FLOOR LIVE LOAD <br />40 psf <br />(2)-16d END TRUSS <br />IMPORTANCE FACTOR <br />1.0 <br />GRAIN NAILS <br />WIND VELOCITY (3-second gust) <br />110 mph <br />WIND EXPOSURE <br />"B" <br />INTERNAL PRESSURE FACTOR <br />0.18 <br />Kzt FACTOR <br />1.00 <br />OUTRIGGER CONNECTION <br />FOR SEISMIC DESIGN USED EQUIVALENT LATERAL. FORCE PROCEDURE <br />SEISMIC FORCE RESISTING SYSTEM IS BEARING LIGHT FRAMED WALLS <br />WOOD STRUCTURAL PANELS <br />OCCUPANCY CATEGORY II <br />SEISMIC FORCE -RESISTING SYSTEM BEARING WALL SYSTEM <br />SITE CLASS "D" <br />DESIGN SPECTRAL RESPONSE ACCEL. Sds 0,943 <br />DESIGN SPECTRAL RESPONSE ACCEL Sd1 0.541 <br />IMPORTANCE FACTOR FOR SEISMIC DESIGN 1.0 <br />RESPONSE MODIFICATION FACTOR 6.5 <br />SEISMIC DESIGN CATEGORY "D <br />SEISMIC RESPONSE COEFFICIENT 0.1451 <br />as ^fie6 <br />�C�rO �7A1 �C, . <br />PIS sES <br />< 24" <br />I I <br />/ I VI �. <br />TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER R301.5 <br />2015 IRC, WEB SHALL BE CONFIGURED SO THAT ALL OPENINGS ARE <br />SMALLER THAN 24" WIDE x 42" HIGH PER THE ABOVE TRUSS LAYOUT, <br />