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COLUMN TO MATCH EXISTING OR USE 4" STANDARD PIPE COLUMN EXISTING CONC. SLAB &E'X'-.'d'X8" EEP PAD W/ (3) U4 BARS E.W. 5/8"XI2712' PLATE W/ (4) 5/8 DIA. X 12 A.B. I" DRY( PACK SCALE: N.T.S. DGOUWNiSP©UT 2XI0 NEW 2Xb 9 14' O.C. WALL TO I8'-0" W/ 3/8' COX PLYWOOD W/ 8d 8 b' O.C. ALL FOUR SIDES W/ GRADE '0" 40 MIN. BLDG. PAPER AND METAL LATH W/ 1/8" STUCCO AND PAINT TO MATCH COLOR OF EXISTING BUILDING. 2X4 BLK'G EA. BAYS 5 1/8' X 14 1/2' GLB EXISTING COLUMN 4X4 POST W/ MST 60 AT CORNERS, PROVIDE. CANT. STRIP / CRICKET A6_R,E,2. (TYP.) iv f B.N. i B.N. /' F TYP. ROOF W/ 1/4" PER FT. SLOPE TO BE 2X8 a 14" O.C. W/ 1/2" STANDARD PLYWOOD O/ RFG. PAPER W/ 8d 0 4-4--12 W/ 2b GA. SHEET METAL ROOFING S --€— PROVIDE 5/8" TYPE "X" GYP. BD. FOR I HOUR CONSTRUCTION. NEW ROOF OPENING MST40 STRAP AT EA. — CORNER W/ 4X4 POST TO BEAM CONNECTION 10d 3 4' TYP. W/ 2X4 STIFFINER i 2X4 BLK'G E.U/ r -- -(3) 14d PER BLK'G 1' X IS' PSL HINGE PANT AT CONNECTION OF THE 5 1/4' X 19 1/2" GLB TO THE 5 1/4' X 14 1/2" G.LB COLUMN TO MATCH EXISTING OR USE 4" STANDARD PIPE EXISTING COLUMN FLOOR AREA NOTE: ALL EQUIPTMENT / SUPPORT ANCHORAGE. IS UNDER SEPERATE SUBMITTAL # PERMIT. IN 11 REFER TO SHEET SGN FOR ALL NOTES : SPECIFICATIONS, INFORMATION SHOWN HERE. NEW 2X4 8 1b' O.C. WALL TO 18'-0' W1 3/8" COX PLYWOOD ill/ 8d a 4" O.C. f> ALL FOUR SIDES W/ a GRADE "D" bO MIN. BLDG. PAPER AND METAL LATH Ill/ x 1/8" STUCCO AND PAINT TO MATCH � CJ COLOR OF EXISTING BUILDING. �- z � z w € � a ca Q E az o IDS 5 1/4" X 19 1/2' GLB EXISTING LEDGER 1 /4It = V-011 ■ I��I�'1II1 i ! ' t i !i t f t �i G, I I i` i o LL r♦ 00 1 CL Z i • 1! CL ,.t DATE I r i• SCALE AS NOTED .: NO. 05F-K4 IM SHEET 2 OF SHEETS GENERAL : 1, ALL DETAILS SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS NOTED OTHERWISE ON THE PLANS. 2. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL DETAILS AND NOTES NOT SPECIFIED ON THE STRUCTURAL DRAWINGS, 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE AND SHALL REPORT ANY DISCREPANCIES TO THE STRUCTURAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK AND MATERIALS INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS, 4. THE TYPICAL STRUCTURAL DETAILS SHALL BE USED WHEREVER APPLICABLE UNLESS OTHERWISE NOTED ON THE DRAWINGS. 5. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE AND TO THE LOCAL BUILDING DEPARTMENT, 6. ALL ASTM DESIGNATIONS SHALL BE AS AMENDED TO DATE, 7, ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE DRAWINGS AND/OR SPECIFICATIONS, SHALL BE BROUGHT TO THE ATTENTION OF -- THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED, 8, CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF OR FLOORS. TOTAL LOAD OF SHALL NOT EXCEED THE DESIGN LIVE LOAD. 9, ALL REVISIONS TO THE APPROVED DRAWINGS SHALL BE VERIFIED BY THE STRUCTURAL ENGINEER AND THE LOCAL BUILDING DEPARTMENT, FOUNDATION : 1, CARRY ALL FOOTINGS INTO NATURAL GRADE OR APPROVED COMPACTED FILL: 1 STORY FOOTINGS - - - - - - - - - - - - - - - - - - - - 12" PROVIDE ONE #4 BAR MINIMUM 2 STORY FOOTINGS ----------------------- 18" TOP & BOTTOM OF ALL FOOTINGS 3 STORY FOOTINGS ----------------------- 24" UNLESS NOTED OTHERWISE. 2, DESIGN SOIL BEARING 1000 PSF MINIMUM UNLESS NOTED OTHERWISE IN STRUCTURAL CALCULATIONS OR SOILS REPORT. 3. ALL FOOTINGS SHALL BE INSPECTED PRIOR TO POURING CONCRETE AND SHALL BE OF THE SIZE SPECIFIED ON THE DRAWINGS. 4. ALL WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE, 5. NO BACK -FILL SHALL BE PLACED AGAINST RETAINING WALLS UNTIL DESIGN STRENGTH HAS BEEN ATTAINED. MINIMUM OF 14 DAYS. WOOD : 1, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH PER P.S. 20-70, GRADED PER GRADING PULE 16 WCLIB. UNLESS OTHERWISE NOTED ON PLANS, THE FOLLOWING MINIMUM GRADES SHALL APPLY: CATEGORY GRADE 2 X JOISTS, 2 X RAFTERS, 4 X BEAMS AND HEADERS ----_-__ 4 X EXPOSED BEAMS, 4 X POSTS, 4 X EXPOSED JOISTS & RAFTERS # 1 6 X BEAMS, 6 X HEADERS, 6 X POSTS --------------------- # 1 2 X 4, 2 X 6 STUDS TO 10 FEET HEIGHT - - - - - - - - - - - - - - - - - STUD 2 X STUDS OVER 10 FEET IN HEIGHT --------_---------------- # 2 2, UNLESS OTHERWISE NOTED, USE DOUBLE 2 X 4 HEADER OVER OPENINGS LESS THAN FOUR FEET WIDE. 3. ALL PLYWOOD SHALL BE STAMPED BY THE AMERICAN PLYWOOD ASSOCIATION AND CONFORM TO PS 1-83, ALL PLYWOOD SHALL BE BONDED WITH EXTERIOR GLUE, ALL PLYWOOD DIRECTLY EXPOSED TO THE WEATHER SHALL BE EXTERIOR GRADE. OTHERWISE NOTED, THE FOLLOWING, MINIMUM STANDARDS SHALL APPLY: ROOF SHEATHING : 15/32" APA RATED SHT'G(24/0), NAILED WITH 8d NAILS @ 6" O/C EDGES AND BOUNDARIES, 8d AT 12" O/C FIELD. NO EDGE BLOCKING IS REQUIRED. FLOOR SHEATHING : 19/32" APA RATED SHT'G (32/16), WITH T & G EDGES NAILED WITH 10d NAILS AT 6" O/C EDGES AND BOUNDARIES, 10d AT 10" O/C FIELD. NO EDGE BLOCKING IS REQUIRED. 4, NAILING OF ALL HORIZONTAL AND VERTICAL DIAPHRAGMS SHALL BE INSPECTED AND APPROVED BY THE BUILDING DEPARTMENT PRIOR TO COVERING, 5. ALL NAILING SHALL CONFORM TO CHAPTER 23 OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE (LATEST EDITION). PREDRILLED ALL HOLES FOR 20d AND LARGER NAILS AND LAG BOLTS. & ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 8 FEET MAXIMUM. 7, WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY, USE FOUNDATION REDWOOD OR PRESSURE TREATED DOUGLAS FIR. 8. BALLOON FRAME ALL STUD WALLS AT SLOPING CEILINGS. 9. ALL BOLT HEADS AND NUTS WHICH BEAR DIRECTLY AGAINST THE FACE OF WOOD MEMBERS SHALL BE PROVIDED WITH METAL WASHERS, 10. PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT ENDS OF BEAMS WHERE POSTS ARE NOT SHOWN. CARRY MULTIPLE STUDS DOWN TO THE FOUNDATION. 11. HOLES IN STRUCTURAL MEMBERS FOR PIPES AND CONDUITS SHALL COMPLY WITH THE UNIFORM BUILDING CODE AND SHALL BE VERIFIED BY THE STRUCTURAL ENGR, 12, PROVIDE DOUBLE FLOOR JOISTS UNDER PARALLEL PARTITIONS. 13. MINIMUM SPLICE NAILING OF DOUBLE TOP PLATES SHALL BE AS FOLLOWS UNLESS OTHERWISE SPECIFIED: 8 - 16d NAILS EACH SIDE OF THE SPLICE, WITH NO ADJACENT SPLICE WITHIN 4' - 0", 14, BOLT BUILT-UP MEMBERS OF 3 OR MORE WITH 1/2" DIAMETER BOLTS AT 24" O/C STAGGERED TOP AND BOTTOM, 2 - 1/2" BOLTS WITHIN 12" OF ENDS. 15, LAG BOLTS SHALL HAVE LEAD HOLES BORED BEFORE DRIVING. HOLE DIAMETERS TO BE AS FOLLOWS: A.) SHANK PORTION - SAME DIAMETER AND LENGTH AS SHANK AS SHANK B.) THREAD PORTION - 0.6 TO 0.75 TIMES THE DIAMETER OF THREAD AND THE SAME LENGTH. GLUED -LAMINATED TIMBER NOTES : 1. GLU-LAM MEMBERS SHALL BE FABRICATED BY A LICENSED FABRICATOR PER WCLA, AITC AND UBC REQUIREMENTS. 2, FABRICATOR TO PROVIDE A CERTIFICATE OF INSPECTION TO THE GENERAL CONTRACTOR. 3, CUTTING, NOTCHING OR DRILLING OF GLU-LAM MEMBERS ONLY WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. 4. LUMBER SPECIES TO BE DOUGLAS FIR COMBINATION 24F-V4. LAMINATIONS TO BE 1-1/2" 5. MOISTURE CONTENT PER PS 56-73. SCARF PER PS 56-73 FINGER TYPE. 6. GLUE LAMINATED BEAMS TO BE INSPECTED DURING FABRICATION BY AN APPROVED TESTING LABORATORY, EACH BEAM TO BE STAMPED WITH AN IDENTIFYING NUMBER. BEAMS ARE NOT TO BE ERECTED UNTIL CERTIFICATION FROM THE TESTING LAB HAS BEEN APPROVED BY THE BUILDING DEPARTMENT. CONCRETE : 1. CONCRETE FOR SLABS AND FOUNDATIONS SHALL BE 2500 PSI @ 28 DAYS, STD MIX, 2. CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS FOLLOWS, POURED AGAINST EARTH UNFORMED ----------- 3 INCHES POURED AGAINST EARTH FORMED -------------- 2 INCHES SLABS ON GRADE -------------------------- @ CENTER 3. ALL REINFORCING STEEL SHOWN TO BE CONTINUOUS MAYBE LAPPED A MINIMUM OF 30 BAR DIAMETERS OR 24" MIN. WHICH EVER IS LARGER, 4. ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, HOLDOWN AND OTHER INSERTS SHALL BE SECURED IN PLACE PRIOR TO POURING OF THE CONCRETE. 5. ALL RETAINING WALLS WITH TIES AT THE TOP SHALL REMAIN SHORED UNTIL UPPER SLAB IS POURED AND CURED FOR 14 DAYS. 6. TYPICAL CONCRETE SLAB ON GRADE : 4" THICK WITH 6 X 6 -W1.4 X W1.4 WELDED WIRE FABRIC OVER 1" SAND OVER 6 MIL VAPOR BARRIER, 7. DIMENSIONS "I'0 HOLDOWNS AND PA ANCHORS ARE APPROXIMATE ONLY, IT IS THE RESPONSIBILITY OF THE CONCRETE CONTRACTOR TO LOCATE THESE ANCHORS IN THE EXACT POSITION. VERIFY WITH POST LOCATIONS AT PLANS. 8, UNLESS OTHERWISE SPECIFIED ALL SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE BOLTED WITH 5/8" ANCHOR BOLTS AT 6'-0" O/C, ALL BOLTS SHALL BE EMBEDED 7" MINIMUM INTO THE FIRST POUR OF CONCRETE. A MIN, OF TWO ANCHOR BOLTS PER PIECE OF SILL PLATE WITH ONE BOLT LOCATED WITHIN 12 INCHES OF THE END. 2" SQ X 3/16 PLATE WASHERS AT ALL BOLTS. REINFORCING STEEL : 1, ALL REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS CONFORMING TO THE FOLLOWING STANDARDS AND GRADE: ASTM A-615 GRADE 40 . # 4 BARS AND SMALLER ASTM A-615 GRADE 60. # 5 BARS AND LARGER 2. ALL BARS SHALL BE FREE OF LOOSE FLAKY RUST AND SCALE, GREASE, OR OTHER MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND. 3. ALL BENDS TO BE MADE COLD. 4, ELECTRIC WELDED WIRE MESH SHALL CONFORM TO ASTM A-185 5. ALL REINFORCING SHALL BE FABRICATED AND PLACED IN CONFORMANCE WITH "THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE STRUCTURES", C.R.S.1, W.C,R.S.I., A.C.I., AND UBC LATEST EDITIONS. STRUCTURAL STEEL : 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST AISC STANDARD PRACTICES. 2. ALL STRUCTURAL STEEL SHAPES, CLIP ANGLES AND MISC, PLATES SHALL CONFORM TO ASTM STANDARD A-36. 3, ALL PIPE COLUMNS SHALL CONFORM TO ASTM STANDARD A- 53 GRADE B, 4, ALL TUBE COLUMNS SHALL CONFORM TO ASTM STANDARD A-500 GRADE B. 5. ALL WELDS SHALL BE IN CONFORMITY WITH THE STANDARD CODE FOR ARC AND GAS WELDING OF THE AMERICAN WELDING SOCIETY. ALL STRUCTURAL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING THE SHIELDED ELECTRIC ARC PROCESS WITH APPROVED ELECTRODES. USE LOW HYDROGEN ELECTRODES FOR BOLTS AND REINFORCING BARS, ALL FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT AND TO HAVE CONTINUOUS INSPECTION. 6, ALL BOLTS SHALL CONFORM TO ASTM STANDARD A-307 OF THE SIZES SHOWN ON THE DRAWINGS, BOLT HOLES SHALL BE 1/16" LARGER THAN THE NORMAL SIZE OF BOLT USED. 7, FABRICATION SHALL BE DONE IN A LICENSED FABRICATORS SHOP, SUBMIT SHOP DRAWINGS FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION, STRUCTURAL WELDING : 1. WELDING SHALL BE EITHER THE SHIELDED OR SUBMERGED ARC PROCESS AND PERFORMED BY CERTIFIED WELDERS WITH APPROVED ELECTRODES AS QUALIFIED IN THE "QUALIFICATIONS PROCEDURE" OF THE AMERICAN WELDING SOCIETY, LATEST EDITION. WELDING SHALL BE PERFORMED BY APPROVED LICENSED FABRICATOR, ALL STRUCTURAL FIELD WELDING SHALL HAVE CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE LOCAL BUILDING DEPARTMENT. LOW HYDROGEN WELDING RODS SHALL BE USED IN WELDING OF REINFORCING BARS AND BOLTS. 2. WELDING WILL BE PERFORMED BY CERTIFIED WELDERS UNDER THE SUPERVISION OF A SPECIAL INSPECTOR OR IN THE SHOP OF AN APPROVED FABRICATOR. 3. A CERTIFICATE OF FABRICATION FROM THE SHOP PERFORMING THE WELDING OR A REPORT FROM THE SPECIAL INSPECTOR MUST BE FURNISHED TO THE BUILDING DEPARTMENT PRIOR TO FRAMING APPROVAL. HOLLOW CONCRETE MASONRY UNITS 1. UNITS SHALL BE LIGHTWEIGHT CONCRETE BLOCK, GRADE A, CONFORMING TO ASTM C-90 WITH ULTIMATE COMPRESSIVE STRENGTH OF 1500 PSI @ 28 DAYS, 2. GROUT SHALL BE OF FLUID CONSISTENCY. GROUT MIX SHALL BE ONE PART CEMENT, THREE PARTS SAND, 1/10 PART LIME PUTTY OF HYDRATED LIME. GROUT SHALL HAVE A COMPRESSIVE STRENGTH OF 2000 PSI @ 28 DAYS, 3. MORTAR SHALL CONFORM TO ASTM C-270-521. MORTAR SHALL BE ONE PART CEMENT, THREE PARTS SAND, 1/4 PART LIME PUTTY OR HYDRATED LIME. MORTAR SHALL HAVE A COMPRESSIVE STRENGTH OF 2000 PSI @ 28 DAYS. 4. REINFORCING STEEL SHALL HAVE A MINIMUM LAP OF 40 BAR DIA. OR 24" MIN, 5, ALL BLOCK WALLS TO BE RUNNING BOND. 6. CONTINUOUS INSPECTION IS NOT REQUIRED UNLESS OTHERWISE NOTED ON THE PLANS. RETAINING MALL SPECIFICATIONS : 1, BACK FILL MAY BE PLACED BEHIND THE WALL AFTER THE WALL HAS ALLOWED TO CURE A MINIMUM OF 14 DAYS, 2. ALL CONCRETE FOOTINGS TO BE PLACED AGAINST UNDISTURBED NATURAL GRADE OR CERTIFIED COMPACTED FILL. 3. PROVIDE ADEQUATE DRAINAGE BEHIND THE WALL TO RELIEVE HYDROSTATIC PRESSURE, FRENCH DRAIN OR WEEP HOLES WITH GRAVEL BACKFILL. 4. ALL RETAINING WALLS WITH TIES AT THE TOP SHALL REMAIN SHORED UNTIL UPPER SLAB IS POURED AND CURED FOR 14 DAYS. �i p NAILING SCHEDULE PER CBC TABLE 23-11-- B--1 NAILING SCHEDULE NAILING' 1. JOIST TO SILL OR GIRDER, TOENAIL 3 - 8D 2. BRIDGING TO JOIST TOENAIL EACH END 2 - 8D 3. 1 X 6 SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL. 2 - 8D 4. WIDER THAN 1 X 6 SUBFLOOR TO EACH JOIST FACE NAIL. 3 - 8D 5. 2' SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE NAIL. 2 - 16D 6, SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL 13 " SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS -16D @ 16� O/C 7, TOP PLATE TO STUD END NAIL 2 - 16D & STUD TO SOLE PLATE, TOE NAILS 4 - 8D STUD TO SOLE PLATE, END NAILS 2 - 16D 9. DOUBLE STUDS, FACE NAIL 16D 0 24" O/C DOUBLED TOP PLATES LAP SPLICES 8 - 16D NAILS 16D @ 16" O/C BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL, 3 - 8D 12. RIM JOIST TO TOP PLATE, TOENAIL 8D @ 6" O/C 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2 - 16D 14. CONTINUOUS HEADER, TWO PIECES, EACH EDGE 16D @ 16" O/C 15. CEILING JOISTS TO PLATE, TOENAIL 3 - 8D 16. CONTINUOUS HEADER TO STUD, TOENAIL 4 8D 17, CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3 -- 16D 18, CEILING JOISTS PARALLEL TO RAFTERS, FACE NAIL 3 - 16D 19, RAFTER TO PLATE, TOENAIL 1" 8D 20. BRACE TO EACH STUD AND PLATE, FACE NAIL. 2 - 8D 21. 1 X 8 SHEATHING OR LESS TO EACH BEARING FACE NAIL 2 -- 8D 22. WIDER THAN 1 X 8 SHEATHING TO EACH BEAF ING, FACE NAIL 3 - 8D 23. BUILT --UP CORNER STUDS, FACE NAIL 16D @ 24" O/C 24. BUILT --UP GIRDERS AND BEAMS, TOP AND BOTTOM, STAGGERED 20D 0 32" O/C BUILT-UP GIRDERS AND BEAMS, AT ENDS AND SPLICE LOCATIONS 2 - 20D 25. 2" PLANKS, AT EACH BEARING 2 - 16D 26, PLYWOOD AND APA RATED SHEATHING AND PARTICLE BOARD SUBFLOOR, ROOF AND WALL SHEATHING 1/2" AND LESS 6D' 19/32" TO 3/4" 8D' 7/8" TO 1" 1OD' 1 1/8" TO 1 1/4" 10D' COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING 3/4" OR LESS 81[s 7/81' TO 1"" 4 8D 1 1/8" TO 1 1/4" 10D4 27. PANEL SIDING TO FRAMING /2" OR LESS 6Dg 5/8"" 8e 28. FIBERBOARD SHEATHING 6D' 16GA! 2E2 32" 8DD' 16GA9 29, INTERIOR PANELING 1/4" 3/8," 6D I. COMMON OR BOX NAILS MAY BE USED EXCEPT WHERE OTHERWISE STATED. 2. COMMON OR DEFORMED SHANK 3, COMMON NAILS 4. DEFORMED SHANK 5. NAILS SPACED AT 6" O/C AT EDGES, 12" AT INTERMEDIATE SUPPORTS (10" AT INTERMEDIATE SUPPORTS FOR FLOORS, EXCEPT AT ALL SUPPORTS WHERE SPANS ARE 48" OR MORE. FOR NAILING OF PLYWOOD AND PARTICLE BOARD DIAPHRAGMS, SHEAR WALLS, REFER TO SECTION 2513(C), NAILS FOR WALL SHEATHING MAY BE COMMON, BOX OR CASING, 6, CORROSION -RESISTANT SIDING OR CASING NAILS CONFORMING TO SECT. 2516(j)1. 7. FASTENERS SPACED 3" O/C AT EXTERIOR EDGES AND 6" O/C AT INTERMEDIATE SUPPORTS, 8. CORROSION -RESISTANT ROOFING NAILS WITH 7/16" DIAMETER HEAD AND 1 1/2" LENGTH FOR 1/2" SHEATHING AND 1 3/4" LENGTH FOR 25/32" SHEATHING CONFORMING TO THE REQUIREMENTS OF SECTION 2516(J)1. 9. CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16" CROWN AND 1 1/8" LENGTH FOR 1/2" SHEATHING AND 1 1/2" LENGTH FOR 25/32" SHEATHING CONFORMING "; �VIAll ' 0 S.W. S.W. PLYWD. S.W. NAIL SPACE FIELD SILL 5/8" 3/4" 16d 3/8" X 5" A35 # #1 FT. THICK SIDES SIZE NAILS NAILING PLATE A.B,'s A,B,'s NAILS LAG BOLTS SPACING RATING SIZE O.C. O.C. O.C. O.C, O.C./STAG 1 220 3/8" 1 SIDE 8d 6" 12" 2X 34" OR 50" 71, 36" 2 32O 3/8" 1 SIDE 8d 4" 12" 3X 23" OR 34" 5" 24" NOTE: THIS PROJECT SHALL COMPLY WITH TITLE 24 AND THE 2001 C.BC. ALL PSL BEAMS TO BE CONNECTED TO PSL POSTS OF EQUAL UIIDTH W1 CORRESPONDING COLUMN SASE, 407. MAX STUD WIDTH NOTCH 5/8" MIN DISTANCE TYP ALL STUDS 60% MAX STUD WIDTH BORE NON -BEARING STUDS Ir 60% MAX DIAMETER OF STUD WIDTH DOUBLE 2X STUD 25% MAX STUD - WIDTH NOTCH 40% MAX STUD WIDTH BORE BEARING STUDS NOTE 1. NOTCH AND BORING NOT TO OCCUR IN SAME STUD SECTION 2. NO MORE THAN 2 SUCCESSIVE DOUBLE STUDS MAY HAVE 60% MAX BORED HOLES. NO T' I ICJBORING 4X8 PLYWOOD STAGGER JOINTS SHEETS (TYP.) 4'--0" - TYP. EDGE OF PLYWOOD SHEETS c C c t -_ -_-1 _ ON OF JOISTS OR RAFTERS SEE PLANS FOR SPACING OF I RAFTERS OR JOISTS EDGE NAIL CENTER PLYWOOD I JOINTS ON JOISTS OR RAFTERS 3/8" MIN. EDGE DISTANCE FOR �- NAILING (TYP.) E.N. FLAT BLK'G. PER PLAN ! OR SCHEDULE RK a4< BOUNDARY NAIL PERPENDICULAR TO FRAMING TYPE PLYWOOD THICKNESS NAIL SIZE BOUNDARY EDGE FIELD PANEL INDEX ROOF 1/2 10d 6 6 12 32/16 FLOOR 5/8 10d 6 6 10 32/12 JOIST SIZE & SPACING PER PLAN DOUBLE JOIST APPROVED JST HANGER EACH SIDE TYPICAL DBL TOP PLATE t i t tL t t i t ' HDR SIZE t PER SCH. i ! I i TRIMMER ¢ i SIZE PER t ! i ! SCHEDULE i I SEE ARCH USEDBL 2X KING STUDS AT OPENINGS WIDER THAN 6'-O„ SA loll] 14 ADD ADDITIONAL STRAP ON BACK SIDE WHEN PLATE IS NOTCHED OR DRILLED MORE THAN 1/2 "W" DRILL HOLES IN CENTER OF PLATE 2X STUDS i yl r� NOTE: SEE ARCH. DWG FOR SIZE & LOCATION HEADER & TRIMMER SCHEDULE MAX OPENING WIDTH MIN. HDR SIZE TRIMMER SIZE BR'G WALL NON-BRG WALL 4'--0" 4X6 4X4 2X4 6'-0" 4X8 4X6 2X4 8'-O>' 4X10 4X8 2-2X4 10'-0" 4X12 4X1O 2-2X4 12'-0" 4X14 4X12 4X4 16'-0" 4X16 4X14 4X4 4r, NOTES: 1. ALL 4X HDRS TO BE MIN. DFL #2. SIMPSON ST 292 PLATE STRAP W/ 6-16d NAILS EACH END NOTE: THIS DTAIL IS NOT . TO ICE USED IN STRUCTURAL WALL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER ri Al 0 0