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HomeMy WebLinkAbout189NOTES TO FASTENING SCHEDULE °COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. (SIZE OF NAIL PER LATEST EDITION OF NATIONAL DESIGN SPECIFICATION U.N.O.) bNAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS, EXCEPT 6 INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX, OR CASING. CCOMMON OR DEFORMED SHANK (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). dCOMMON (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). eDEFORMED SHANK (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). i-70-11 R-11DAA V.cnnn HI f CORROSION -RESISTANT SIDING (6d-1 7/8" X 0.106"; 8d-2 3/8" X 0.128") OR CASING (6d-2" X 0.099"; 8d-2 1/2" X 0.113") NAIL. 9FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. h CORROSION -RESISTANT ROOFING NAILS WITH 7/16 INCH DIAMETER HEAD AND 1 1/2 INCH LENGTH FOR 1/2 INCH SHEATHING AND 1 3/4 INCH LENGTH FOR 25/32 INCH SHEATHING. CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16 INCH CROWN AND 1 1/8 INCH LENGTH FOR 1/2 INCH SHEATHING AND 1 1/2 INCH LENGTH FOR 25/32 INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). CASING (1 1/2" X 0.080") OR FINISH (1 1/2" X 0.072) NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. k PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. I STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH. mFASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. WOOD FRAMING SPECIFICATIONS: 1. WOOD FRAMING SIZES, VERTICAL FRAMING, HORIZONTAL FRAMING, FIRESTOPS, ANCHORAGE, FURRING AND CONNECTORS NOT SHOWN ON DOCUMENTS SHALL BE PER LOCAL BUILDING CODE MINIMUM REQUIREMENTS. 2. A) WOOD STRUCTURAL PANEL ROOF SHEATHING SHALL BE 19/32" THICK STANDARD C.D. EXPOSURE 1, PANEL INDEX 40/20 CONFORMING TO U.S. PS -1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 2 1/2" X 0.131"0 NAILS FOR THICKNESS OF 15/32 INCH AND WITH 3" X 0.148"0 NAILS FOR 19/32 INCH, 23/32 INCH, AND 7/8 INCH THICKNESS. C) NAILING SHALL BE AS SHOWN ON WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE ON COMPONENT & CLADDING FOR DESIGN WIND PRESSURE SPEC. 3. A) WOOD STRUCTURAL PANEL FLOOR SHEATHING SHALL BE 23/32" THICK T & G EXPOSURE 1, PANEL INDEX 48/24 CONFORMING TO U.S. PS -1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 2" X 0.131-0 NAILS FOR THICKNESS OF 15/32 INCH AND WITH 2 1/4- X 0.148"0 NAILS FOR 19/32 INCH, 23/32 INCH, AND 1 1/8 INCH THICKNESS. C) NAIL SPACING SHALL BE SIX INCHES ON CENTER AT PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 4. ALL STRUCTURAL LUMBER SHALL BE SPF #2 OF THE FOLLOWING MINIMUM GRADES, SPECIES AND ALLOWABLE STRESSES OR EQUIVALENT AS PER NATIONAL FOREST PRODUCTS ASSOCIATION. MOISTURE CONTENT TO BE 19% MAXIMUM. STUDS SEE STUD LAYOUT PLANS JOISTS STRUCT. GRADE NO. 2 SYP BEAM 2"-4" THICK STRUCT. GRADE NO. 2 SYP POSTS STRUCT. GRADE NO. 2 SYP - ALL PLATE STOCK SHALL BE DFL OR SYP NO. 3 OR BETTER. - ALL FLOOR JOIST BRIDGING TO BE PER LOCAL CODES OR AS SHOWN. - ALL GLUE LAMINATED MEMBERS SHALL BE DOUGLAS FIR, COMBINATION 24F -V4 FOR SIMPLY SUPPORTED BEAMS AND COMBINATION 24F -V8 FOR CANTILEVERED AND CONTINUOUS BEAMS; OR SOUTHERN PINE, COMBINATION 24F -V3 FOR SIMPLY SUPPORTED BEAMS AND 24F -V5 FOR CANTILEVERED AND CONTINUOUS BEAMS. UNLESS NOTED OTHERWISE ALL GLULAM BEAMS SHALL BE PROVIDED WITH STANDARD CAMBER. - PSL MEMBERS SHALL BE MIN. Fb = 2900 PSI., MIN. Fv = 285 PSI. & MIN. E= 2,000,000 PSI. LVL BEAMS THAT HAVE EQUAL OR GREATER SIZE THAN PSL BEAMS SPECIFIED AND MEET PSL REQUIREMENTS MAY BE SUBSTITUTED FOR PSL BEAMS. LSL MEMBERS SHALL BE MIN. Fb = 1700 PSI., MIN. Fv = 400 PSI. & MIN. E= 1,300,000 PSI. 5. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED TESTING AGENCY. 6. ALL WOOD IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE -TREATED WOOD. ALL FASTENERS INCLUDING ANCHOR BOLTS, POWDER ACTUATED FASTENERS, NAILS, CLIPS, AND HANGERS ATTACHED TO PRESERVATIVE -TREATED WOOD SHALL BE AS NOTED IN THE CHART BELOW. FASTENER/HANGER COATING RECOMMENDATION FASTENING SCHEDULE END VERTICAL WEB TOP CHORDS ACQ-C, ACQ-D (CARBONATE), CONNECTION FASTENING , I LOCATION SBX/DOT 1 JOIST TO SILL OR GIRDER 3- 8d COMMON (2 1/2" X 0.131") TOENAIL 1/2 HIGHER ENVIROMENT 3- 3" X 0.131" NAIL ACZA OR 2 BRIDGING TO JOIST 2- 8d COMMON (2 1/2" X 0.131) TOENAIL EACH END 7.4-1 (b) UNCERTAIN 2- 3" X 0.131" NAIL 3X2 AMMONIA 3 1"X 6" SUBFLOOR OR LESS TO EACH JOIST 2- 8d COMMON (2 1/2" X 0.131") FACE NAIL INTERIOR DRY 4 WIDER THAN 1"X 6" SUBFLOOR TO EACH JOIST 3- 8d COMMON (2 1/2" X 0.131") FACE NAIL SS 5 2" SUBFLOOR TO JOIST OR GIRDER 2- 16d COMMON (3 1/2- X 0.162") BLIND AND FACE NAIL 6 SOLE PLATE TO JOIST OR BLOCKING 3 1/4" X 0.148" NAILS 0 12" O.C. TYPICAL FACE NAIL 7.4-1 (d} SOLE PLATE TO JOIST OR BLOCKING AT SEE SHEAR WALL SCHEDULE BRACED WALL PANELS 1/2 BRACED WALL PANELS N/A3 GALV. I SS 7 TOP PLATE TO STUD 2- 16d COMMON (3 1/2" X 0.162") END NAIL -- 1/8 7.4-1 (e) 3- 3" X 0.131" NAIL 0-1 4X2 8 STUD TO SOLE PLATE 4-8d COMMON 1/2" X 0.131") TOENAIL SS SS SS "(2 4- 3„ X 0.131 NAIL 1 4000 1-- 1/8 1/2 2- 16d COMMON (3 1/2- X 0.162") END NAIL UNCERTAIN N/A3 SS 3- 3" X 0.131" NAIL SS SS 9 DOUBLE/MULTIPLE STUDS 16d (3 1/2" X 0.135" AT 24" O.C. FACE NAIL 3" X 0.131" NAIL 0 8 O.C. 10 DOUBLE TOP PLATES 16d (31/2- X 0.135") AT 16" O.C. TYPICAL FACE NAIL 3" X 0.131 " NAIL 0 12"O.C. DOUBLE TOP PLATES 8- 16d COMMON (3 1/2" X 0.162") LAP SPLICE 12- 3" X 0.131" NAILS 11 BLOCKING BETWEEN JOISTS OR 3- 8d COMMON (2 1/2" X 0.131") TOENAIL RAFTERS TO TOP PLATE 3- 3" X 0.131" NAIL 12 RIM JOIST TO TOP PLATE 8d (2 1/2" X 0.131-) AT 6" O.C. TOENAIL 3" X 0.131" NAIL 0 6" O.C. 13 TOP PLATE, LAPS AND INTERSECTIONS 2- 16d COMMON (3 1/2- X 0.162") FACE NAIL 3- 3 X 0.131 NAIL 14 CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2" X 0.162") 16" O.C. ALONG EDGE 15 CEILING JOISTS TO PLATE 3- 8d COMMON (2 1/2" X 0.131 ") TOENAIL 5- 3" X 0.131" NAIL 16 CONTINUOUS HEADER TO STUD 4- 8d COMMON (2 1/2" X 0.131") TOENAIL 17 CEILING JOISTS, LAPS OVER PARTITIONS 3- 16d COMMON (3 1/2" X 0.162") MIN. FACE NAIL 4- 3" X 0.131" NAIL 18 CEILING JOISTS TO PARALLEL RAFTERS 3- 16d COMMON (3 1/2" X 0.162") MIN. FACE NAIL 4- 3" X 0.131" NAIL 19 RAFTER TO PLATE 3- 8d COMMON (2 1/2" X 0.131") TOENAIL 3- 3" X 0.131" NAIL 20 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2- 8d COMMON (2 1/2" X 0.131") FACE NAIL 2- 3" X 0.131" NAIL 21 1"X 8" SHEATHING TO EACH BEARING 3- 8d COMMON (2 1/2" X 0.131-) FACE NAIL 22 WIDER THAN 1"X 8" SHEATHING TO EACH BEARING 3- 8d COMMON (2 1/2" X 0.131 ") FACE NAIL 23 BUILT-UP CORNER STUDS 16d (3 1/2" X 0.162") AT 24" O.C. 3" X 0.131" NAIL @ 16" O.C. 24 BUILT-UP GIRDER AND BEAMS 20d COMMON (4" X 0.192") AT 32" O.C. FACE NAIL ® TOP AND 3" X 0.131" NAIL 0 24" O.C. BOTTOM STAGGERED ON OPPOSITE SIDES 2- 20d (4" X 0.192") COMMON FACE NAIL ® ENDS 3- 3" X 0.131" NAIL AND AT EACH SPLICE 25 2" PLANKS 16d (3 1/2" X 0.162' AT EACH BEARING 26 COLLAR TIE TO RAFTER 3- 10d COMMON (3" X 0.148") FACE NAIL 4- 3" X 0.131 " NAIL 27 JACK RAFTER TO HIP 3- 10d COMMON (3" X 0.148") TOENAIL 4- 3" X 0.131" NAIL 2- 16d COMMON (3 1/2" X 0.162") FACE NAIL 3- 3" X 0.131" NAIL 28 ROOF RAFTER TO 2- BY RIDGE BEAM 2- 16d COMMON (3 1/2- X 0.162") TOENAIL 3- 3" X 0.131" NAIL 2- 16d COMMON (3 1/2" X 0.162") FACE NAIL 3- 3" X 0.131 " NAIL 29 JOIST TO BAND JOIST 4- 3 1/4 X 0.148" NAILS FACE NAIL 30 LEDGER STRIP SEE DETAILS FACE NAIL 31 WOOD STRUCTURAL PANELS: SUBFLOOR AND ROOF SHEATHING ( TO FRAMING) SEE SPECIFICATIONS SHEAR WALL SHEATHING (TO FRAMING) SEE SHEAR WALL SCHEDULE NON -SHEAR WALL SHEATHING (TO FRAMING)b 1/2" AND LESS 6d c 2 3/8" X 0.113" NAIL 19/32" TO 3/4" 8d OR 6d 2 3/8" X 0.113" NATO 7/8" TO 1" 8dc 1 1/8" TO 1 1/4" 10d OR 8d 32 PANEL SIDING (TO FRAMING): f 1/2- OR LESS 6d f 5/8" 8d 33 FIBERBOARD SHEATHING:g 1/2 No. 11 ga. ROOFING NAIL 6d COMMON NAIL (2" X 0.131") No. 16 ga. STAPLE 25/32 No. 11 ga. ROOFING NAIL 8d COMMON NAIL (2 1/2- X 0.131-) No. 16 ga. STAPLE 34 INTERIOR PANELING 1/4" 4d J 3/8" 6d k 35 TRUSS, ROOF, AND FLOOR 3- 3 1/4 X 0.148" NAILS SLANT NAIL NOTES TO FASTENING SCHEDULE °COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. (SIZE OF NAIL PER LATEST EDITION OF NATIONAL DESIGN SPECIFICATION U.N.O.) bNAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS, EXCEPT 6 INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX, OR CASING. CCOMMON OR DEFORMED SHANK (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). dCOMMON (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). eDEFORMED SHANK (6d-2" X 0.113"; 8d-2 1/2" X 0.131"; 10d-3" X 0.148"). i-70-11 R-11DAA V.cnnn HI f CORROSION -RESISTANT SIDING (6d-1 7/8" X 0.106"; 8d-2 3/8" X 0.128") OR CASING (6d-2" X 0.099"; 8d-2 1/2" X 0.113") NAIL. 9FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. h CORROSION -RESISTANT ROOFING NAILS WITH 7/16 INCH DIAMETER HEAD AND 1 1/2 INCH LENGTH FOR 1/2 INCH SHEATHING AND 1 3/4 INCH LENGTH FOR 25/32 INCH SHEATHING. CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16 INCH CROWN AND 1 1/8 INCH LENGTH FOR 1/2 INCH SHEATHING AND 1 1/2 INCH LENGTH FOR 25/32 INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). CASING (1 1/2" X 0.080") OR FINISH (1 1/2" X 0.072) NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. k PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. I STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH. mFASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. WOOD FRAMING SPECIFICATIONS: 1. WOOD FRAMING SIZES, VERTICAL FRAMING, HORIZONTAL FRAMING, FIRESTOPS, ANCHORAGE, FURRING AND CONNECTORS NOT SHOWN ON DOCUMENTS SHALL BE PER LOCAL BUILDING CODE MINIMUM REQUIREMENTS. 2. A) WOOD STRUCTURAL PANEL ROOF SHEATHING SHALL BE 19/32" THICK STANDARD C.D. EXPOSURE 1, PANEL INDEX 40/20 CONFORMING TO U.S. PS -1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 2 1/2" X 0.131"0 NAILS FOR THICKNESS OF 15/32 INCH AND WITH 3" X 0.148"0 NAILS FOR 19/32 INCH, 23/32 INCH, AND 7/8 INCH THICKNESS. C) NAILING SHALL BE AS SHOWN ON WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULE ON COMPONENT & CLADDING FOR DESIGN WIND PRESSURE SPEC. 3. A) WOOD STRUCTURAL PANEL FLOOR SHEATHING SHALL BE 23/32" THICK T & G EXPOSURE 1, PANEL INDEX 48/24 CONFORMING TO U.S. PS -1 AND STAMPED WITH APA GRADE -TRADEMARK. B) WOOD STRUCTURAL PANELS SHALL BE NAILED TO SUPPORTS WITH 2" X 0.131-0 NAILS FOR THICKNESS OF 15/32 INCH AND WITH 2 1/4- X 0.148"0 NAILS FOR 19/32 INCH, 23/32 INCH, AND 1 1/8 INCH THICKNESS. C) NAIL SPACING SHALL BE SIX INCHES ON CENTER AT PANEL EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 4. ALL STRUCTURAL LUMBER SHALL BE SPF #2 OF THE FOLLOWING MINIMUM GRADES, SPECIES AND ALLOWABLE STRESSES OR EQUIVALENT AS PER NATIONAL FOREST PRODUCTS ASSOCIATION. MOISTURE CONTENT TO BE 19% MAXIMUM. STUDS SEE STUD LAYOUT PLANS JOISTS STRUCT. GRADE NO. 2 SYP BEAM 2"-4" THICK STRUCT. GRADE NO. 2 SYP POSTS STRUCT. GRADE NO. 2 SYP - ALL PLATE STOCK SHALL BE DFL OR SYP NO. 3 OR BETTER. - ALL FLOOR JOIST BRIDGING TO BE PER LOCAL CODES OR AS SHOWN. - ALL GLUE LAMINATED MEMBERS SHALL BE DOUGLAS FIR, COMBINATION 24F -V4 FOR SIMPLY SUPPORTED BEAMS AND COMBINATION 24F -V8 FOR CANTILEVERED AND CONTINUOUS BEAMS; OR SOUTHERN PINE, COMBINATION 24F -V3 FOR SIMPLY SUPPORTED BEAMS AND 24F -V5 FOR CANTILEVERED AND CONTINUOUS BEAMS. UNLESS NOTED OTHERWISE ALL GLULAM BEAMS SHALL BE PROVIDED WITH STANDARD CAMBER. - PSL MEMBERS SHALL BE MIN. Fb = 2900 PSI., MIN. Fv = 285 PSI. & MIN. E= 2,000,000 PSI. LVL BEAMS THAT HAVE EQUAL OR GREATER SIZE THAN PSL BEAMS SPECIFIED AND MEET PSL REQUIREMENTS MAY BE SUBSTITUTED FOR PSL BEAMS. LSL MEMBERS SHALL BE MIN. Fb = 1700 PSI., MIN. Fv = 400 PSI. & MIN. E= 1,300,000 PSI. 5. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED TESTING AGENCY. 6. ALL WOOD IN CONTACT WITH CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE -TREATED WOOD. ALL FASTENERS INCLUDING ANCHOR BOLTS, POWDER ACTUATED FASTENERS, NAILS, CLIPS, AND HANGERS ATTACHED TO PRESERVATIVE -TREATED WOOD SHALL BE AS NOTED IN THE CHART BELOW. FASTENER/HANGER COATING RECOMMENDATION STRUCTURAL APPLICATION END VERTICAL WEB TOP CHORDS ACQ-C, ACQ-D (CARBONATE), A (in.) B (in.) C (in.) SBX/DOT CA -B & CBA -A 1 OTHER 600 1/2 HIGHER ENVIROMENT & ZINC ACZA OR 4X2 BORATE NO WITH CHEMICAL 7.4-1 (b) UNCERTAIN 1 3X2 AMMONIA AMMONIA CONTENT' 1/8 7.4-1 (c) INTERIOR DRY NONE GALV. GALV. SS SS SS EXTERIOR N/A3 GALV. IEXTERIOR SS SS SS SS DRY 7.4-1 (d} 21 0 4X2 1,600 1/2 -- N/A3 GALV. I SS SS SS SS WET -- 1/8 7.4-1 (e) 1 0-1 4X2 HIGHER N/A3 SS SS SS SS SS EXPOSURE 1 4000 1-- 1/8 1/2 UNCERTAIN N/A3 SS SS SS SS SS 1. WOODS WITH ACTUAL RETENTION LEVELS GREATER THAN 0.40 pcf FOR ACQ, 0.41 pcf FOR CBA -A, OR 0.21 pcf FOR CA -B (GROUND CONTACT LEVEL). 2. NONE - UNCOATED GALV. - GALVANIZED PER ASTM AI53 SS - TYPE 303, 304, 305 OR 316 STAINLESS STEEL 3. BORATE TREATED WOODS ARE NOT APPROPRIATE FOR OUTDOOR USE. 4. INTERIOR DRY: INCLUDES WALL AND CEILING CAVITIES, AND FLOOR APPLICATIONS THAT HAVE BEEN DESIGNED TO ENSURE THAT CONDENSATION AND OTHER SOURCES OF MOISTURE DO NOT DEVELOP. EXTERIOR DRY: INCLUDES OUTDOOR INSTALLATIONS IN LOW RAINFALL ENVIRONMENTS AND NO REGULAR EXPOSURE TO MOISTURE. EXTERIOR WET: INCLUDES OUTDOOR INSTALLATIONS IN HIGHER MOISTURE AND RAINFALL ENVIROMENTS. HIGHER EXPOSURE: INCLUDES EXPOSURE TO OCEAN SALT AIR, FIRE RETARDANTS, LARGE BODIES OF WATER, FUMES, FERTILIZERS, SOIL, SOME PRESERVATIVE TREATED WOODS, INDUSTRIAL ZONES, ACID RAIN, AND OTHER CORROSIVE ELEMENTS. 7. FASTENERS FOR FIRE -RETARDANT -TREATED WOOD SHALL BE OF HOT DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC -COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. WOOD TRUSS SPECIFICATIONS 1.1 SCOPE: A. TRUSS DOCUMENTS TO INCLUDE 1) SEALED LAYOUTS, SEALED PROFILES & CALCULATIONS & TRUSS BLOCKING REQUIREMENTS. 2) DESIGN TRUSS LAYOUT TO AVOID CONFLICTS WITH PLUMBING & MECH. REQUIREMENTS. B. PROCEDURES FOR 1) INSTALLING, SECURING, BRACING, ETC., OF ALL TRUSSES. 1.2 SHOP DRAWINGS: A. INCLUDE THE FOLLOWING ON SUBMITTED SHOP DRAWINGS 1.) STAMP AND SIGNATURE OF TRUSS ENGINEER RESPONSIBLE FOR PREPARATION OF ALL TRUSS DESIGN AND LAYOUT DRAWINGS. TRUSS ENGINEER CERTIFIES BY SIGNING TRUSS ENGINEERED SHEETS THAT HE HAS REVIEWED THE STRUCTURAL PLANS FOR THIS PROJECT. AND THAT THE LAYOUT PLANS AND ENGINEERED TRUSS SHEETS APPLY TO SAID BUILDING(S) AND PROJECT LISTED ON INDMDUAL TRUSS ENGINEERED SHEETS, 2) ALLOWABLE LOADS IN LBS/EFFECTIVE NAIL OR LBS/SQ. IN FOR LUMBER AND PLATES USED AS ALLOWED BY THE INTERNATION CODE COUNCIL AND CURRENT ICC/ES REPORT NUMBER. 3) STRESS REDUCTION FACTORS USED FOR PLATES. 4) TOP AND BOTTOM CHORD DESIGN LOADS IN PLF. 5) SIZE, GAUGE, AND EXACT LOCATION BY DIMENSION OF PLATES. 6) LUMBER SPECIES AND GRADES USED. 7) NAME AND TRADEMARK OF PLATE MANUFACTURER AND TRUSS FABRICATOR AND PROJECT NAME AND LOCATION. 8) CONCENTRATED LOAD REQUIREMENTS HAVE BEEN DESIGNED FOR AND SHOWN ON DOCUMENTS. 9) TRUSS TO TRUSS CONNECTION HARDWARE REQUIREMENTS. B. ALL TRUSS SHOP DRAWINGS MUST BE REVIEWED AND WRITTEN APPROVAL PROVIDED, BY GENERAL CONTRACTOR, PRIOR TO SUBMITTAL OF SHOP DRAWINGS TO STRUCTURAL ENGINEER. C. SHOP DRAWINGS & LAYOUTS CAN NOT BE REVIEWED BY SCA WITHOUT SEAL AND SIGNATURE OF TRUSS ENGINEER ON ALL TRUSS ENGINEERING SHEETS, D. ALL TRUSSES MUST BE DESIGNED FOR UPLIFT LOADS. UPLIFT VALUES ® EACH TRUSS BEARING POINT MUST BE SHOWN ON TRUSS ENGINEERING SHEET. 2.1 METAL GUSSET PLATES: A. PLATE DESIGN AND MANUFACTURE SHALL BE AS APPROVED BY "THE RESEARCH COMMITTEE FOR THE ICC". PLATES SHALL BE GALVANIZED OR OTHERWISE PROTECTED FROM CORROSION. B. MANUFACTURER'S NAME OR TRADEMARK SHALL BE VISIBLE ON PLATES. 3.1 GENERAL: A. FABRICATION OF TRUSSES SHALL BE AS APPROVED BY ICC EXCEPT THAT THIS SPECIFICATION SHALL GOVERN WHEN IT EXCEEDS ICC REQUIREMENTS. B. FABRICATE TRUSSES FROM APPROVED SHOP DRAWINGS. C. FABRICATED TRUSSES IN JIGS WITH MEMBERS ACCURATELY CUT TO PROVIDE FULL CONTACT AT JOINTS. D. EACH CHORD SECTION SHALL EXTEND THROUGH TWO PANEL POINTS BEFORE BEING SPLICED. E. TRUSS FABRICATOR SHALL HAVE HIS PLANT INSPECTED FOUR TIMES PER YEAR BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH TPI REGULATIONS AND COPIES OF INSPECTIONS MADE AVAILABLE TO OWNER UPON REQUEST. F. TRUSS FABRICATOR SHALL SPECIFY HARDWARE REQUIRED AT TRUSS TO TRUSS CONNECTIONS. G. ALL COMPONENT WEB MEMBERS REQUIRING LATERAL BRACING SHALL HAVE 2X T -BRACES UNLESS THE COMPONENT ENGINEER PROVIDES OTHER BRACING DESIGN & DETAILS. H. MOISTURE CONTENT OF ALL LUMBER SHALL NOT EXCEED 19%. I. ALL CHORD MATERIAL LUMBER SHALL HAVE A MINIMUM SPECIFIC GRAVITY "G" = .50. J. BEARING AREA OF COMPONENT CANNOT BE LARGER THAN THE FRAMING MEMBER USED FOR BEARING. REACTION SHALL NOT EXCEED 565 PSI OF BEARING AREA. K. TOP CHORD SHALL BE CONTINUOUSLY BRACED WITH PROPERLY ATTACHED SHEATHING OR BRACING AT 2'-0" O.C. (MAX.). BOTTOM CHORD SHALL BE CONTINUOUSLY BRACED WITH PROPERLY ATTACHED CEILING GYPSUM SHEATHING OR BRACING AT 10'-0" O.C. (MAX.), UNLESS NOTED OTHERWISE BY TRUSS MANUFACTURER. BRACING SHALL BE 2X MEMBER AND SHALL BE ATTACHED TO EACH TRUSS WITH 2-10d NAILS. L. TRUSSES OVER SHEAR WALLS OR DRAG TRUSSES SHALL BE DESIGNED FOR DRAG FORCES INDICATED ON STRUCTURAL PLANS AND DETAILS. M. ROOF TRUSS DEFLECTION TO BE L/240 TOTAL LOAD OR 1.25", WHICHEVER IS LESS. FLOOR TRUSSES SHALL BE DESIGNED FOR A MINIMUM DEFLECTION OF L/360 (LIVE LOAD) AND L/240 (TOTAL LOAD). N. DESIGN BEARING PER TABLE 7.4-1 HIGHLIGHTED LINE & FIGURE 7.4-1(d) FROM TRUSS PLATE INSTITUTE (ANSI/TPI 1-2007). TABLE 7.4-1 TOP CHORD AND INTERMEDIATE -HEIGHT BEARING LIMITS. (NOMINAL 2X3=38X63mm, 2X4=38X89mm, 2X6=38X14Omm) BEARING DETAIL FIGURE NUMBER OF TOP CHORDS END VERTICAL WEB TOP CHORDS MAXIMUM ALLOWABLE R (Ibs.) A (in.) B (in.) C (in.) 7.4-1 (a) 1 1 4X2 600 1/2 1/8 1/8 7.4-1 (b) 2 1 4X2 1600 1/2 1/8 1/8 7.4-1 (b) 2 1 3X2 1 150 1/2 1/8 1/8 7.4-1 (c) 2 0 4X2 1600 1/2 1/8 1/8 7.4-1 (c) 2 0 3X2 1 150 1/2 1/8 1/8 7.4-1 (d} 21 0 4X2 1,600 1/2 -- 1/4 7.4-1 (d) 2 0 3X2 1 150 1/2 -- 1/8 7.4-1 (e) 1 0-1 4X2 1600 -- 1/8 1/2 7.4-1 (f) 1 2 1 0-1 1 4X2 1 4000 1-- 1/8 1/2 * OR GREATER r-2 IN. MIN. A ` FIGURE 7.4-1 (d) C; DIAGONAL SHOP - CUT PLATE SHALL BE PROVIDED 3", CG GENERAL WOOD FRAMING NOTES 1. FRAMED OPENINGS: OPENINGS LESS THAN 4'-0" WIDE, USE 1- TRIMMER AND 1- KING STUD AT EACH END. OPENINGS OVER 4'-0" WIDE AND UP TO 8'-0" WIDE, USE 2- TRIMMERS AND 1- KING STUD EACH END U.N.O. ON PLAN. 2. PROVIDE A CONTINUOUS TIE ACROSS BUILDING WITH STRONGBACKS ON ALL JOIST SPANS OVER 7'-6" AND TWO STRONGBACKS ON ALL JOIST SPANS OVER 15'-0" PERPENDICULAR TO JOISTS AND NAILED TO EACH JOIST. 3. BRIDGING: MAXIMUM AT 8'-0" FOR SPANS OVER 10'-0", METAL CROSS, WOOD CROSS OR 2" SOLID WOOD. 4. PROVIDE COLLAR TIES OF 1X6 BOARDS AT UPPER 1/3 DOWN FROM RIDGE BEAMS SPACED 48" O.C. MAXIMUM. (FOR CONVENTIONAL FRAMING) 5. PROVIDE PURLINS OF THE SAME NOMINAL DIMENSIONS AS RAFTERS UNDER ALL RAFTER (HORIZONTAL) SPANS OVER (7'-6" FOR 2X6, 10'-0" FOR 2X8, 12'-8" FOR 2X10, 15'-6" FOR 2X12) AND BRACE TO PARTITIONS AT 48" O.C. MAXIMUM. (FOR CONVENTIONAL FRAMING). 6. PROVIDE DOUBLED JOISTS UNDER PARTITIONS (ABOVE) WHICH ARE PARALLEL WITH JOIST SPAN: SPACE AND BLOCK IF PARTITION ABOVE IS A PLUMBING WALL. 7. PROVIDE SOLID BLOCKING AT 12" O.C. BETWEEN JOISTS UNDER PARTITIONS (ABOVE) WHICH ARE PARALLEL TO THE JOISTS BUT NOT DIRECTLY OVER THE JOISTS. BLOCKING SHALL BE NOT LESS THAN 2" IN THICKNESS AND SHALL MATCH THE DEPTH OF THE JOISTS. TRUSSES MAY USE TRUSS BLOCKS. 8. THE NUMBER OF WALL STUDS AT BEARING POINTS OF 2X MEMBER BEAMS SHALL EXCEED THE NUMBER OF MEMBERS IN THE BEAM BY ONE. ALL MANUFACTURED WOOD BEAMS SHALL HAVE 3 STUDS MINIMUM AT EACH BEARING POINT (UNLESS NOTED OTHERWISE ON PLAN). GIRDER TRUSSES SHALL HAVE 3 STUDS MINIMUM; OR 1 STUD MORE THAN THE NUMBER OF PLYS AT EACH BEARING POINT (UNLESS NOTED OTHERWISE ON PLAN). THE CENTERLINE OF THE BEAM AND GIRDER TRUSS SHALL BE THE CENTERLINE OF THE SUPPORTING WALL STUDS OR POST. THE SUPPORTING WALL STUDS OR POST SHALL CONTINUE TO THE FOUNDATION WITH INTERMEDIATE SUPPORTS THROUGH FLOOR (BETWEEN UPPER WALL BOTTOM PLATE AND LOWER WALL TOP PLATE). 9. ALL FLUSH BEAMS AND JOISTS TO BE SUPPORTED BY APPROVED HANGER. 10. ALL 2X4 (MIN.) CHIMNEY CONSTRUCTION TO BE SHEATHED WITH 1/2" EXTERIOR WOOD STRUCTURAL PANEL. 11. ROOF AND FLOOR FRAMING LAYOUTS ARE PROVIDED TO ILLUSTRATE CONDITIONS OF CONSTRUCTION AND DO NOT NECESSARILY INDICATE SPECIFIC QUANTITIES OF MATERIALS OR COMPONENTS REQUIRED FOR CONSTRUCTION. 12. EXTERIOR WALLS AT VAULTED CEILINGS SHALL BE BALLOON FRAMED. 13. CONSTRUCTION BRACING SHALL BE PROVIDED BY THE CONTRACTOR TO MAINTAIN THE BUILDING PLUMB AND TRUE. 14. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY DETAILED. NOTCHING AND BORING OF STUDS AND TOP PLATES SHALL CONFORM TO THE PROVISIONS OF SECTION 2308.9.10 AND 2308.9.11 OF THE IBC. WHERE TOP PLATES OR SOLE PLATES ARE CUT FOR PIPES, A METAL TIE WITH MINIMUM 0.058 INCHES THICK AND 1 1/2 INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (6) 16d NAILS, IN ACCORDANCE SECTION 2308.9.8 OF THE IBC. STAIR & HANDRAIL AND GUARD NOTES: ALL STAIRS AND HANDRAILS SHALL BE DESIGNED BY A REGISTERED STRUCTURAL ENGINEER BASED ON THE FOLLOWING DESIGN CRITERIA: 1. STAIR STRINGERS, TREADS AND RISERS SHALL BE DESIGNED TO SUPPORT 100 PSF LIVE LOAD. 2. INDIVIDUAL STAIR TREADS SHALL BE DESIGNED TO SUPPORT A 300 POUND CONCENTRATED LOAD PLACED IN A POSITION THAT WOULD CAUSE MAXIMUM STRESS. 3. THE TOP RAIL OF HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 50 PLF APPLIED HORIZONTALLY AT RIGHT ANGLES, OR A 200 POUND CONCENTRATED LOAD APPLIED IN ANY DIRECTION. INTERMEDIATE RAILS, PANEL FILLERS AND THEIR CONNECTIONS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 50 PSF APPLIED HORIZONTALLY AT RIGHT ANGLES OVER THE ENTIRE TRIBUTARY AREA, INCLUDING OPENINGS AND SPACES BETWEEN RAILS. STEEL LINTEL SCHEDULE FOR MASONRY OPENINGS MAXIMUM SPAN Project BARRINGTON SIZE CARMEN, INDIANA 3'-0" 3 1/2 X 3 1/2 X 1/4 4'-0" <5 X 3 1/2 X 1/4 (LLV) 5'-0" <5 X 3 1/2 X 5/16 (LLV) 8'-0" 45 X 3 1/2 X 3/8 (LLV) 9'-0" <6 X 4 X 3/8 (LLV) ISSUE DATES BRICK ARCHES SHALL BE CONSTRUCTED TO BE SELF SUPPORTING PER BIA Permit Issue RECOMMENDATIONS OR PROVIDE HIDDEN ROLLED STEEL ANGLE LINTELS AT ALL ARCHES. �<<PJJ s'Ot�JAk-�l4~� ALL LINTELS TO EXTEND 8" (MIN.) ONTO MASONRY. Project BARRINGTON at CARMEL CARMEN, INDIANA LECESSE CONSTRUCTION COMPANY CONSULTING ENGINEERS STRUCTURAL CONSULTANTS ASSOCIATES, INC. 12511 Emily Court Sugar Land, Texas 77478 713.779.7252 800.422.7252 FAX: 713.779.1173 email: sca@scaboustan.com www.scaengmeers.com Louisville, Kentucky 502.426.6789 Orlando, Florida 407.893.6200 Copyright © SCA Consulting Engineers This document is copyrighted and is an instrument of service for the specific project for which it was prepared. Reuse, copying or modification of this document whether in hard copy or electronic format other than for the specific purpose intended, without written permission from SCA Consulting Engineers is a violation of federal copyright law. The ideas, concepts, inventions or methods described herein are Patent Pending and are the sole property of SCA Consulting Engineers. ISSUE DATES Design Development 06-06-1 l Bid Issue xxxxx o`y}11t6111� � ;-&XSTEi" + ., Permit Issue 08-01-11 4100 Issue Construction J4GrIm t P, XXXX �<<PJJ s'Ot�JAk-�l4~� llttdtJtl}lt�� / Revisions GENERAL SPECIFICATIONS Drawn LHB Project 211071 Sheet Check Date IS9.03