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128 Beach Ave RES20-0199 3 of 5 truss calcs_16904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. May 25, 2018 TO WHOM IT MAY CONCERN: RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, Michael Magid, PE T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY T-Brace / I-Brace must be same species and grade (or better) as web member. MII-T-BRACE 2 Nailing Pattern Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d (0.131" X 3") 6" o.c. Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Web Size 2x3 or 2x4 2x6 2x8 1 2x4 T-Brace 2x6 T-Brace 2x8 T-Brace 2 2x4 I-Brace Specified Continuous Rows of Lateral Bracing Brace Size for Two-Ply Truss Web Size 2x3 or 2x4 2x6 2x8 1 2x4 T-Brace 2x6 T-Brace 2x8 T-Brace 2 Specified Continuous Rows of Lateral Bracing WEB T-BRACE SPACING Nails Section Detail T-Brace Web Nails I-Brace Nails Nails Web 2x6 I-Brace 2x8 I-Brace 2x4 I-Brace 2x6 I-Brace 2x8 I-Brace MiTek USA, Inc.Page 1 of 1 AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R Page 1 of 1MiTek USA, Inc. Bay size shall be measured in between the centers of pairs of diagonals.* * This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. FOR STABILIZERS: (See note 7) DIAGONAL BRACE 8. TABULATED VALUES ARE BASED ON A DOL. = 1.15 1886 1048 1179 1347 1572 943 FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. MEMBERS TRUSS WEB (SEE NOTE 4) 2-10d NAILS RESTRAINT CONTINUOUS LATERAL PROFESSIONAL. 7. WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbcindustry.com and www.tpinst.org GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT6. 5. FOR CONTINUITY. 4. 2-10d (0.131"x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3") FOR 2x6 LATERAL BRACES. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE (0.131"x2.5") FOR 1x4 BRACES, 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131"x3") FOR 2x6 BRACES. AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE3.-OR- 1610 4715 7074 3143 4715 282918861886 1886 1414 1048 1179 1347 1572 943805 REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, GENERAL NOTES 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 1 X 4 #2 SRB (DF, HF, SPF) 1 X 4 IND. 45 SP TYPE D C B A BRACING MATERIALS 4715 3536 3143 23582358 31431342 1150 1006 894 1572 1768 2021 2358 2829 BRACING MATERIAL TYPEBRACING MATERIAL TYPEBRACING MATERIAL TYPE DCDCBADCBA 72" O.C.48"O.C.24"O.C. MAXIMUM TRUSS WEB FORCE (lbs.) 20'-0" 18'-0" 16'-0" 14'-0" 12'-0" 10'-0" BAY SIZE MII-WEBBRACEWEB BRACING RECOMMENDATIONS AUGUST 1, 2016 BRACE MiTek USA, Inc. R A MiTek Affiliate ENGINEERED BY SCAB-BRACE DETAIL Scab-Brace must be same species grade (or better) as web member. MII-SCAB-BRACE SCAB BRACE Section Detail Scab-Brace Web Nails APPLY 2x___ SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. MiTek USA, Inc.Page 1 of 1 AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R MII-REP05STANDARD REPAIR TO REMOVE END VERTICAL (RIBBON NOTCH VERTICAL) 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 1 1/2" 500# MAXIMUM WALL LOAD FROM ABOVE DO NOT OVERCUT 1 1/2" 500# MAXIMUM WALL LOAD FROM ABOVE DO NOT OVERCUT 1 1/2" 4000# MAXIMUM WALL LOAD FROM ABOVE DO NOT OVERCUT REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ATTACH 2x4 SQUASH BLOCK (CUT TO FIT TIGHTLY) TO BOTH SIDES OF THE TRUSS AS SHOWN WITH 10d (0.131" X 3") NAILS SPACED 3" O.C. 1 1/2" 4000# MAXIMUM WALL LOAD FROM ABOVE DO NOT OVERCUT TRUSSES BUILT WITH 4x2 MEMBERS TRUSSES BUILT WITH 4x2 MEMBERS MiTek USA, Inc.Page 1 of 1 AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-3" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2x6 Stud or 2x4 No.2 of better 2x4 Stud DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE D ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE130-D-SPStandard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 3-9-13 5-9-6 16" O.C. 3-5-4 5-0-2 24" O.C. 2-9-11 4-1-1 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. DIAGONAL BRACE 7-1-3 6-10-8 5-7-6 2x4 SP No. 3 / Stud 2x4 SP No. 3 / Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. 4-1-1 3-6-8 2-10-11 ** 2 DIAGONAL BRACES AT 1/3 POINTS 11-5-7 10-3-13 8-5-1 Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 1 of 2MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-3" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2x6 Stud or 2x4 No.2 of better 2x4 Stud DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE130-SPStandard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 4-0-7 6-3-8 16" O.C. 3-8-0 5-5-6 24" O.C. 3-0-10 4-5-6 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. DIAGONAL BRACE 8-0-15 7-4-1 6-1-5 2x4 SP No. 3 / Stud 2x4 SP No. 3 / Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. 4-5-6 3-10-4 3-1-12 ** 2 DIAGONAL BRACES AT 1/3 POINTS 12-1-6 11-0-1 9-1-15 Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 1 of 2MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-3" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2x6 Stud or 2x4 No.2 of better 2x4 Stud DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAXIMUM WIND SPEED = 140 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD DF/SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE140-001Standard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C. 3-10-1 5-7-2 16" O.C. 3-3-14 4-10-2 24" O.C. 2-8-9 3-11-7 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. DIAGONAL BRACE 7-8-2 6-7-13 5-5-2 2x4 DF/SPF Std/Stud 2x4 DF/SPF Std/Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. 3-11-7 3-5-1 2-9-8 ** 2 DIAGONAL BRACES AT 1/3 POINTS 11-6-4 9-11-11 8-1-12 Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 1 of 2MiTek USA, Inc. JANUARY 6, 2017 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-0" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2X6 SP OR SPF No. 2 2X4 SP OR SPF No. 2 2X6 SP OR SPF No. 2 DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE D ASCE 7-10 170 MPH DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE170-D-SPStandard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 16" O.C. 24" O.C. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. DIAGONAL BRACE 2x4 SP No. 3 / Stud 2x4 SP No. 3 / Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 6" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. ** 2 DIAGONAL BRACES AT 1/3 POINTS Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. 2x4 SP No. 2 12" O.C. 16" O.C. 24" O.C. 2x4 SP No. 2 2x4 SP No. 2 3-9-7 3-4-12 2-9-4 5-8-8 4-11-15 4-0-7 6-11-1 6-9-8 5-6-8 11-4-4 10-2-3 8-3-13 3-11-13 5-8-8 6-11-1 11-11-7 10-10-5 9-5-14 6-11-1 6-3-14 4-11-5 4-0-7 3-7-7 3-1-15 MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R Page 1 of 2 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-0" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2X6 SP OR SPF No. 2 2X4 SP OR SPF No. 2 2X6 SP OR SPF No. 2 DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x4 Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE D ASCE 7-10 180 MPH DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE180-D-SPStandard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace Maximum Stud Length 2x4 SP No. 3 / Stud 12" O.C. 16" O.C. 24" O.C. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. DIAGONAL BRACE 2x4 SP No. 3 / Stud 2x4 SP No. 3 / Stud Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 6in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. ** 2 DIAGONAL BRACES AT 1/3 POINTS Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 1 of 2 2x4 SP No. 2 12" O.C. 16" O.C. 24" O.C. 2x4 SP No. 2 2x4 SP No. 2 3-7-12 3-2-8 2-7-7 5-4-11 4-8-1 3-9-12 6-2-1 6-2-1 5-2-13 10-11-3 9-7-7 7-10-4 3-10-0 5-4-11 6-2-1 11-6-1 10-5-7 9-1-9 6-2-1 6-1-1 4-8-1 3-9-12 3-5-13 3-0-8 MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x ___ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. STANDARD PIGGYBACK TRUSS CONNECTION DETAIL VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MII-PIGGY-7-10 WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE : 1.60 MiTek USA, Inc. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D - 2 X __ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) C D E B A FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R Page 1 of 1 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII-PIGGY-ALT 7-10 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x ___ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE : 1.60 MiTek USA, Inc. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D - 2 X __ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 126 MPH - 160 MPH ADD 9" x 9" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) C D E B A 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R Page 1 of 1 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS AND DAMAGED OR MISSING CHORD SPLICE PLATES MII-REP01A1 2x4 20 26 32 38 44 2x6 30 39 48 57 66 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK *X INCHES 24" 30" 36" 42" 48" MAXIMUM FORCE (lbs) 15% LOAD DURATION SP DF SPF HF 2x4 1706 2194 2681 3169 3657 2x6 2559 3291 4022 4754 5485 2x4 1561 2007 2454 2900 3346 2x6 2342 3011 3681 4350 5019 2x4 1320 1697 2074 2451 2829 2x6 1980 2546 3111 3677 4243 2x4 1352 1738 2125 2511 2898 2x6 2028 2608 3187 3767 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C ++ TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY L X C X 3 " (t y p ) 2 " (T Y P ) 10d NAILS NEAR SIDE 10d NAILS FAR SIDE+ X " M I N X " M I N X " MI N 6" MIN BREAK THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. MiTek USA, Inc.Page 1 of 1 ++++ ++ ++ ++ ++ ++++++ X" MIN AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R MII-TOENAIL_SP NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. LATERAL TOE-NAIL DETAIL TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) 3. 5 " L O N G 3. 2 5 " L O N G DIAM.SP SPFDF HF SPF-S .131 .128 .135 .131 .162 .148 108.8 99.6 86.4 84.5 73.8 63.4 59.768.4 72.6 69.9 74.2 80.6 85.6 88.0 93.5 81.4 74.5 64.6 63.2 52.5 51.1 50.357.6 59.0 58.9 60.3 67.9 69.5 74.2 75.9 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ANGLE MAY VARY FROM 30° TO 60° 45.00° ANGLE MAY VARY FROM 30° TO 60° ANGLE MAY VARY FROM 30° TO 60° 45.00°45.00° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW MiTek USA, Inc.Page 1 of 1 SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R TRUSSED VALLEY SET DETAIL P 12 GENERAL SPECIFICATIONS 1. NAIL SIZE 10d (0.131" X 3") 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. MII-VALLEY HIGH WIND1 GABLE END, COMMON TRUSS OR GIRDER TRUSS BASE TRUSSES GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL SEE DETAIL A BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO USP WS3 (1/4" X 3") WOOD SCREWS INTO EACH BASE TRUSS. Page 1 of 1MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 GABLE END, COMMON TRUSS OR GIRDER TRUSS Page 1 of 1MiTek USA, Inc. GENERAL SPECIFICATIONS 1. NAIL SIZE 10d (0.131" X 3") 2. WOOD SCREW = 4.5" WS45 USP OR EQUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. P 12 BASE TRUSSES GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL SEE DETAIL A BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES SECURE VALLEY TRUSS W / ONE ROW OF 10d NAILS 6" O.C. ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. 1.5" Max AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R TRUSSED VALLEY SET DETAIL P 12 GENERAL SPECIFICATIONS 1. NAIL SIZE 16d (0.131" X 3.5") 2. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 5. NAILING DONE PER NDS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 7. ALL LUMBER SPECIES TO BE SP. MII-VALLEY SP GABLE END, COMMON TRUSS OR GIRDER TRUSS BASE TRUSSES GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL SEE DETAIL A BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 10/12 CATEGORY II BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 60 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF ON THE TRUSSES DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. SECURE VALLEY TRUSS W / ONE ROW OF 16d NAILS 6" O.C. ATTACH 2x4 CONTINUOUS NO.2 SP TO THE ROOF W/ TWO 16d NAILS INTO EACH BASE TRUSS. Page 1 of 1MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R MII-VALLEY ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) NOTES: - SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES - THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON-BEVELED BOTTOM CHORD MiTek USA, Inc.Page 1 of 1 NON-BEVELED BOTTOM CHORD AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R 3x4 = Trusses @ 24" o.c. End Wall Roof Sheathing 1'-3" Max. 12 Varies to Common Truss A A ** - Diagonal Bracing Refer to Section A-A* 24" Max Vertical Stud SECTION A-A 2x6 Stud or 2x4 No.2 of better 2x4 Stud DIAGONAL BRACE Typical Horizontal Brace Nailed To 2x_ Verticals w/(4)-10d Nails DIAGONAL BRACE 4'-0" O.C. MAX MAXIMUM WIND SPEED = 146 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE : 1.60 (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SP BLOCK HORIZONTAL BRACE (SEE SECTION A-A) (2) - 10d NAILS (2) - 10d NAILS MII-GE146-001Standard Gable End Detail SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace Maximum Stud Length 2x4 SP No 3/Stud 12" O.C. 3-11-3 6-8-0 16" O.C. 3-6-14 5-9-5 24" O.C. 3-1-8 4-8-9 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. - L-Bracing Refer to Section B-B** B B + + + + (4) - 16d Nails (2) - 10d Nails into 2x6 16d Nails Spaced 6" o.c. Vertical Stud Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. SECTION B-B PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. DIAGONAL BRACE 7-2-14 7-1-13 6-2-15 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. ** 2 DIAGONAL BRACES AT 1/3 POINTS 11-9-10 10-8-11 9-4-7 Diag. Brace at 1/3 points if needed STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. 2x4 SP No 3/Stud 2x4 SP No 3/Stud Page 1 of 2MiTek USA, Inc. AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R MII-REP13BREPLACE BROKEN OVERHANG TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION (L) 24" MAX (2.0 x L) IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d (0.131" X 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB 24" MIN CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED MiTek USA, Inc.Page 1 of 1 OCTOBER 5, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R LATERAL BRACING RECOMMENDATIONS MII-STRGBCK MiTek USA, Inc.Page 1 of 1 ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d (0.131" X 3") NAILS TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. (TYPICAL SPLICE) 4-0-0 ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS (.216" DIAM.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d (0.131" X 3") NAILS IN EACH CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d (0.131" X 3") NAILS BLOCKING (BY OTHERS) WALL (BY OTHERS) ATTACH TO VERTICAL WEB WITH (3) - 10d (0.131" X 3") NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d (0.131" X 3") NAILS EQUALLY SPACED. USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d (0.131" X 3") NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. TRUSS 2x6 STRONGBACK AUGUST 1, 2016 MiTek USA, Inc. A MiTek Affiliate ENGINEERED BY R product manufactured in St. Jacques, New Brunswick CANADA AIG US 08/29/2013Copyright © Boise Cascade Wood Products, L.L.C. 2013 Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST® products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 INSTALLATIONGUIde Includes AJS® 140 / 150 / 20 / 190 / 25 and VeRSA-LAM ® Be AMS The information in this document pertains to use in the UNITED STATES ONLY, Allowable Stress Design. Refer to the ALLJOIST Specifier Guide Canada for use in Canada, Limit States Design. US Version (QJLQHHUHG:RRG3URGXFWV 2x3 Flanges AJS® 140 / 150 / 20 / 190 2x4 Flanges AJS® 25 2 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 ALLJOIST® Product Profiles $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV $-6 ( ȴ ò ó $-6 ȴ ò ó $-6 ( ȴ ó ȶ ó ó $-6'HHS'HSWKV ( ó ó $//-2,673URGXFW3URILOHV ó ȶ ó ȶ ó ó $-6 ( ȴ ó ó ȶ ó ó ȶ $-6 ( ȴ ò ó $-6 ( [)ODQJHV [)ODQJHV AJS ® 140 AJS ® 20 AJS® 190 AJS® 25 AJS® 25deeper depths AJS® 30deeper depths AJS ® 150 2x3 Flanges 2x4 Flanges 2x4 Flanges Information on deeper depth AJS® joists is available in the ALLJOIST® Commercial Guide WARNING • All hangers, AJS® rim joists, rim boards, AJS® blocking panels, and x-bracing must be completely installed and properly nailed as each AJS® Joist is set. • Install temporary 1x4 strut lines at no more than eight feet on center as additional AJS® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each AJS® Joist with two 8d nails. • The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. • Straighten the AJS® Joists to within ½ inch of true alignment before attaching strut lines and sheathing. • Remove the temporary strut lines only as required to install the permanent sheathing. • Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. • DO NOT stack construction materials (sheathing, drywall, etc) in the middle of AJS® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. '2127FXWEH\RQGLQVLGHHGJHRIEHDULQJ '2127 VXSSRUWMRLVW RQZHE '2127FXWRUQRWFKIODQJH 6HHURRIDQGIORRU GHWDLOVWKLVVKHHW IRUDOORZHGFXWWLQJ RIIODQJH '2127QDLOFORVHUWKDQóIURPHQGRIMRLVW '2127XVHGFRPPRQQDLOV 8VHGQDLOVRU GGER[QDLOV 5HIHUWRKROHORFDWLRQDQGVL]LQJ FKDUWIRUVL]HDQG VSDFLQJ '2127ZDONRQMRLVWXQWLOSURSHUEUDFLQJLV LQSODFH '2127ORDGMRLVWEH\RQG GHVLJQFDSDFLW\ '2127VWDFN EXLOGLQJPDWHULDOVRQ XQEUDFHGMRLVWV '2127LQVWDOOWRQJXHRIIORRUVKHDWKLQJIOXVKZLWKHLWKHU RUWKLFN%2,6(&$6&$'(ULPERDUGWRQJXH2.ZLWK ȳDQGWKLFNHU%2,6(&$6&$'(ULPERDUG RUWKLFN%2,6(&$6&$'(ULPERDUG 7ULPWRQJXH IOXVKZLWKULP 7 *)ORRU 6KHDWKLQJ '2127KDPPHURQZHEXQOHVV UHPRYLQJNQRFNRXWKROHV '2127KDPPHURQIODQJH '2127FXWKROHVWRRFORVHWR VXSSRUWVRUWRHDFKRWKHU '2127QRWFKRUGULOOEHDPVZLWKRXWSULRU DSSURYDOIURP%RLVH&DVFDGH(:3(QJLQHHULQJ 7ULPWRQJXH RIȳ VKHDWKLQJ UHJDUGOHVV RIULPERDUG WKLFNQHVV THE FOLLOWING USES ARE NOT ALLOWED SAFeTY WARNING dO NOT ALLOW WORKeRS ON AJS® JOISTS UNTIL ALL HANGeRS, AJS® RIM JOISTS, RIM BOARdS, AJS® BLOCKING PANeLS, X-BRACING ANd TeM PORARY 1x4 STRUT LINeS ARe INSTALLed AS SPeCIFIed BeLOW. SeRIOUS ACCIdeNTS CAN ReSULT FROM INSUF FICIeNT ATTeNTION TO PROPeR BR ACING dURING CONSTRUCTION. ACCIdeNTS CAN Be AVOIded UNdeR NORMAL CONdITIONS BY FOLLOWING THeSe GUIdeLINeS: • Build a braced end wall at the end of the bay, or permanently install the first eight feet of AJS® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of AJS® Joists at the end of the bay. Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 3ALLJOIST® Residential Floor Span Tables See the US version of the Boise Cascade Fire Design & Installation Guide for specific assembly information and other fire resistive options or contact your local Boise Cascade representative. • Table values based on residential floor loads of 40 psf live load and 10 psf dead load (12 psf dead load for AJS® 25 joists). • Table values assume that 23/32" min. plywood/OSB rated sheathing is glued and nailed to joists. • Table values represent the most restrictive of simple or multiple span applications. • Table values are the maximum allowable clear distance between supports. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. • Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. • This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Joist Depth ALLJOIST® Series THRee STAR FOUR STAR CAUTION MINIMUM STIFFNeSSALLOWed BY COde CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 91/2" and 117/8" deep joists without a direct-attached ceiling. Live Load deflection limited to L/960+: A floor that is 100% stiffer than the three star floor. A premium floor that 100% stiffer than the 3-star floor for the discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" o.c.16" o.c.19.2" o.c.24" o.c.12" o.c.16" o.c.19.2" o.c.24" o.c.12" o.c.16" o.c.19.2" o.c.24" o.c. 9½" 140 150 20 190 25 11⅞" 140 150 20 190 25 14" 140 150 20 190 25 16" 140 150 20 190 25 Homeowner’s expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue-and-groove subfloor, install the joists vertically plumb with level-bearing supports, and install a direct-attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet. About Floor Performance One-Hour Floor/Ceiling Assembly 17'–9" 16'–3" 15'–4" 13'–11" 13'–11" 12'–8" 11'–11" 11'–1" 19'–8" 17'–0" 15'–6" 13'–11" 18'–1" 16'–7" 15'–8" 14'–7" 14'–2" 12'–11" 12'–2" 11'–3" 20'–0" 18'–3" 16'–8" 14'–11" 19'–1" 17'–5" 16'–5" 15'–4" 14'–10" 13'–6" 12'–9" 11'–10" 21'–1" 19'–3" 18'–2" 16'–4" 19'–4" 17'–8" 16'–8" 15'–6" 15'–1" 13'–9" 12'–11" 12'–0" 21'–4" 19'–7" 18'–6" 17'–3" 21'–0" 19'–1" 18'–0" 16'–9" 16'–4" 14'–10" 14'–0" 12'–11" 23'–2" 21'–1" 19'–3" 17'–2" 21'–2" 19'–4" 17'–8" 15'–10" 16'–7" 15'–1" 14'–3" 13'–3" 22'–5" 19'–5" 17'–8" 15'–10" 21'–7" 19'–8" 18'–7" 17'–0" 16'–10" 15'–4" 14'–6" 13'–5" 23'–10" 20'–10" 19'–0" 17'–0" 22'–8" 20'–9" 19'–7" 18'–3" 17'–9" 16'–2" 15'–2" 14'–1" 25'–1" 22'–10" 20'–10" 18'–8" 23'–0" 21'–0" 19'–10" 18'–6" 18'–0" 16'–4" 15'–5" 14'–4" 25'–5" 23'–3" 21'–11" 19'–0" 24'–11" 22'–9" 21'–5" 18'–3" 19'–6" 17'–8" 16'–8" 15'–5" 27'–7" 24'–0" 21'–11" 18'–3" 24'–0" 21'–4" 19'–5" 17'–4" 18'–10" 17'–2" 16'–2" 15'–0" 24'–7" 21'–4" 19'–5" 17'–4" 24'–6" 22'–4" 20'–11" 18'–9" 19'–2" 17'–6" 16'–5" 15'–3" 26'–6" 22'–11" 20'–11" 18'–9" 25'–9" 23'–6" 22'–2" 19'–1" 20'–2" 18'–4" 17'–3" 16'–0" 28'–5" 25'–1" 22'–11" 19'–1" 26'–1" 23'–10" 22'–6" 19'–1" 20'–5" 18'–7" 17'–6" 16'–3" 28'–10" 26'–4" 23'–11" 19'–1" 28'–4" 25'–10" 22'–11" 18'–4" 22'–1" 20'–1" 18'–11" 17'–6" 30'–5" 26'–4" 22'–11" 18'–4" 26'–6" 22'–11" 20'–11" 18'–9" 20'–10" 19'–0" 17'–11" 16'–8" 26'–6" 22'–11" 20'–11" 18'–9" 27'–1" 24'–7" 22'–5" 19'–3" 21'–3" 19'–4" 18'–3" 16'–11" 28'–5" 24'–7" 22'–5" 19'–3" 28'–6" 26'–0" 24'–2" 19'–3" 22'–4" 20'–4" 19'–1" 17'–9" 31'–3" 27'–0" 24'–2" 19'–3" 28'–11" 26'–5" 24'–2" 19'–3" 22'–8" 20'–7" 19'–5" 18'–0" 31'–11" 28'–11" 24'–2" 19'–3" 31'–4" 27'–10" 23'–2" 18'–6" 24'–6" 22'–3" 20'–11" 18'–6" 32'–9" 27'–10" 23'–2" 18'–6" Fire Assembly Components 1. Min. 23/32-inch T&G Wood Structural Panels. A construction adhesive must be applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS® Joists at 24" o.c. or less. 3. Two layers ½" Type C or two layers ⅝" Type X gypsum board sound Assembly ComponentsWhen constructed with resilient channels • Add carpet & pad to fire assembly:STC=54 IIC=68 or • Add 3½" glass fiber insulation to fire assembly:STC=55 IIC=46 or • Add an additional layer of minimum ⅝" sheathing and 9½" glass fiber insulation to fire assembly:STC=61 IIC=50 4 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 Floor Framing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óNQRFNRXWKROHVDWDSSUR[LPDWHO\RF DUHSUHSXQFKHG 9(56$/$0KHDGHU RUDQ$-6KHDGHU :KHQLQVWDOOLQJ%RLVH&DVFDGH(:3 SURGXFWVZLWKWUHDWHGZRRGXVHRQO\FRQQHFWRUVIDVWHQHUV WKDWDUHDSSURYHGIRUXVHZLWK WKHFRUUHVSRQGLQJZRRGWUHDWPHQW $-6EORFNLQJRU[´VTXDVKEORFNRQHDFK VLGHUHTXLUHGZKHQVXSSRUWLQJDORDGEHDULQJ ZDOODERYH Web Stiffener Requirements Web Stiffener Nailing Schedule AJS® Series Joist Depth Nailing 140 150 20 190 25 9½" – 11⅞"3-10d 14" – 16"5-10d Structural Panel Web Stiffener AJS® Series Minimum Thickness Minimum Width In Hanger No Hanger 140 / 150 / 20 / 190 1" 1½" 2 5/16" 25 2x4 lumber (vertical) NOTeS • Web stiffeners are optional except as noted below. • Web stiffeners are always required for 18" and deeper AJS® joists at all bearing locations. • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS® Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. • Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. • Web stiffeners may be used to increase allowable reaction values. See AJS® Design Properties on page 26 of the ASG or the BC CALC® software. PLQPD[ 6PDOO*DSȳPLQPD[ PLQPD[7LJKW)LW *DS :HE6WLIIHQHUUHTXLUHGZKHQFRQFHQWUDWHGORDGH[FHHGVOEV &OLQFK1DLOV :HEVWLIIHQHUVDSSOLHGWRERWKVLGHVRIWKHMRLVWZHE :HE6WLIIHQHU:LGWK 6HH:HE6WLIIHQHU1DLOLQJ6FKHGXOHFKDUW F16E Additional roof framing details available with BC FRAMER® software For load-bearing cantilever details, see page 9. See page 8 for allowable hole sizes and location. BOISE CASCADE® Rimboard. See pages 6 and 27 of the ALLJOIST® Specifier Guide. F15 F52 F14 F15 F09 F06 F02F01 AJS® rim joist.See Floor Details page 5. F07 F07 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 5Floor Framing Details Additional floor framing details available with BC FRAMER® software INTERMEDIATE BEARING DETAILS END BEARING DETAILS LATeRAL SUPPORT • AJS® Joists must be laterally supported at the ends with hangers, AJS® rim joists, rim boards, AJS® blocking panels or x-bracing. AJS® blocking panels or x-bracing are required at cantilever supports.• Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BeARING LeNGTH FOR AJS® JOISTS • 1½ inches is required at end supports. 3½ inches is required at cantilever and intermediate supports.• Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING ReQUIReMeNTS • AJS® rim joist, rim board or closure panel to AJS® Joist: – Rims or closure panel 1¼ inches thick and less: 2-8d nails, one each in the top and bottom flange.– AJS® 140/150/20/190 rim joist: 2-16d box nails, one each in the top and bottom flange.– AJS® 25 rim joist: Toe-nail top flange to rim joist with 2-10d box nails, one each side of flange. • AJS® rim joist, rim board or AJS® blocking panel to support:– 8d nails at 6 inches on center. – When used for shear transfer, follow the building designer's specification. • AJS® Joist to support: – 2-8d nails, one on each side of the web, placed 1½ inches minimum from the end of the AJS® Joist to limit splitting. • Sheathing to AJS® joist, rim joist, blocking: – Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field IRC Table R602.3(1). Closer nail spacing may be required per design professional of record. – 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. – Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKeR ANd FILLeR BLOCK dIMeNSIONS AJS® Series Backer BlockThickness Filler Block Thickness 14015020190 1⅛" or two ½" wood panels 2x_ + ⅝" wood panel 25 2x_ lumber Double 2x_ lumber • Cut backer and filler blocks to a maximum depth equal to the web depth minus ¼" to avoid a forced fit. • For deeper AJS® Joists, stack 2x lumber or use multiple pieces of ¾" wood panels. WeB STIFFeNeR ReQUIReMeNTS • See Web Stiffener Requirements on page 4. PROTeCT AJS® JOISTS FROM THe WeATHeR • AJS® Joists is intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. AJS® RIM JOISTS ANd BLOCKING Joist Depth Vertical Load Transfer Capacity (plf) 9½"1875 11⅞"1680 14"1500 16"1340 1) Web stiffeners required at each end of blocking panel. Distance between stiffeners must be less than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óIURPHQG1DLOVPD\QHHGWREHGULYHQDWDQDQJOHWROLPLWVSOLWWLQJRIEHDULQJSODWH ó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ouble Squash Block Vertical Load [lb/ft] Size Joist Spacing [in] 12 16 19.2 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 1. Squash blocks are to be in full contact with upper floor and lower wall plate. 2. Capacities shown are for a double squash blocks at each joist, SPF or better. Minimum Heel Depth End Wall Bearing Roof Pitch 6/12 7/12 8/12 9/12 10/12 12/12 2 x 4 4⅜" 4 5 ⁄16" 4¼" 4¼" 4¼" 4¼" 2 x 6 3⅜" 3 3 ⁄16" 2 5⁄16" 2¾" 2 9⁄16" 2¼" PLQ +HHO'HSWKVHHWDEOHEHORZ PD[$-6 GHSWK [EORFNLQJUHTXLUHGDWEHDULQJQRWVKRZQIRUFODULW\ PLQSO\ZRRG26%UDWHGVKHDWKLQJDVUHLQIRUFHPHQW,QVWDOOUHLQIRUFHPHQWZLWKIDFHJUDLQKRUL]RQWDO ,QVWDOORQERWKVLGHVRIWKHMRLVWWLJKWWRERWWRPIODQJH ôJDSEHWZHHQUHLQIRUFHPHQWDQGERWWRPRIWRSIODQJH$SSO\FRQVWUXFWLRQDGKHVLYHWRFRQWDFWVXUIDFHVDQGIDVWHQZLWKURZVRIPLQGER[QDLOVDWRF$OWHUQDWHQDLOLQJIURPHDFKVLGHDQGFOLQFK $-6-RLVW6ORSH&XW5HLQIRUFHPHQW 'HWDLOEHORZUHVWRUHVRULJLQDODOORZDEOH VKHDUUHDFWLRQYDOXHWRFXWHQGRI$-6MRLVW$-6-RLVWVKDOOQRWEHXVHGDVDFROODURUUDIWHUWHQVLRQWLH [PLQUDIWHU5DIWHUVKDOOEHVXSSRUWHGE\ULGJHEHDPRURWKHUXSSHUEHDULQJVXSSRUW F07 F27A F06 F09 F52 F08 F03 F07A F07B F02 F01 F05F58F10 F14 [BOHGJHU For load bearing cantilever, see pages 9 and 10. Uplift on backspan shall be considered in all cantilever designs. 6 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 Roof Framing 3O\ZRRG26%6KHDWKLQJRU [1DLOHU#0D[ RF 0LQLPXP+HHO'HSWK 6HHWDEOHDWULJKW 5DIWHU6WUXW 0LQ 5RRI5DIWHU :HE )LOOHU &HLOLQJ/RDGV /LYH/RDG SVI 'HDG/RDG SVI ;%ORFNLQJ ó0LQLPXP%HDULQJ [:DOO(DFK(QG óȶRU $-66HULHV&HLOLQJ-RLVW #RF0D[LPXP AJS® Rafters sAFety WArninG dO NOT ALLOW WORKeRS ON AJS® JOISTS UNTIL ALL HANGeRS, AJS® RIM JOISTS, RIM BOARdS, AJS® BLOCKING PANeLS, X-BRACING ANd TeMPORARY 1x4 STRUT LINeS ARe INSTALLed AS SPeCIFIed BeLOW. SeRIOUS ACCIdeNTS CAN ReSULT FROM INSUFFICIeNT ATTeNTION TO PROPeR BRACING dURING CONSTRUCTION. ACCIdeNTS CAN Be AVOIded UNdeR NORMAL CONdITIONS BY FOLLOWING THeSe GUIdeLINeS: • Build a braced end wall at the end of the bay, or permanently install the first eight feet of AJS® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of AJS® Joists at the end of the bay. • All hangers, AJS® rim joists, rim boards, AJS® blocking panels, and x-bracing must be completely installed and properly nailed as each AJS® Joist is set. • Install temporary 1x4 strut lines at no more than eight feet on center as additional AJS® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each AJS® Joist with two 8d nails. • The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. • Straighten the AJS® Joist to within ½ inch of true alignment before attaching strut lines and sheathing. • Remove the temporary strut lines only as required to install the permanent sheathing. • Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Maximum Span Lengths Without Roof Loads 91 ⁄2" AJS® 140, 150, 20, 190, 25 19'-6" 117 ⁄8" AJS® 140, 150, 20, 190, 25 22'-0" 14" AJS® 140, 150, 20, 190, 25 24'-6" AJS® Ceiling Joist with Bevel end Cut (For Limited-Access Attics Only) %ORFNLQJRURWKHUODWHUDO VXSSRUWUHTXLUHGDWHQG VXSSRUWV $-65DIWHU+HDGHU 0XOWLSOH$-65DIWHUVPD\EHUHTXLUHG %ORFNLQJQRW VKRZQIRUFODULW\ )25,167$//$7,2167$%,/,7 < 7HPSRUDU\VWUXWOLQHV[PLQ IWRQFHQWHUPD[LPXP)DVWHQ DWHDFKMRLVWZLWKWZRGQDLOV PLQLPXP 7KHULGJHPXVWEHVXSSRUWHG E\9(56$/$0/9/EHDPRU ORDGEHDULQJZDOO :KHQLQVWDOOLQJ%RLVH&DVFDGH(:3SURGXFWV ZLWKWUHDWHGZRRGXVHRQO\FRQQHFWRUV IDVWHQHUVWKDWDUHDSSURYHGIRUXVHZLWKWKH FRUUHVSRQGLQJZRRGWUHDWPHQW Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9½"2½"1½" 11 ⅞"3½"2½" 14"4½"3½" notes:1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) AJS ® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to AJS® top flange with 1-16d sinker or box nail. 6) 1x4 nails shall be continuous and nailed to an end wall braced to the roof diaphragm. 7) Install a 24" long web stiffener on each side of AJS® Joist at beveled ends. Nail roof rafter to AJS® Joist per building code requirements for ceiling joist to roof rafter connection. AJs® Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. If roof loads transfer to ceiling joists through struts, analyze with BC CALC® software, not exceeding end reaction limit stated in Note 3 (see right). Additional roof framing details available with BC FRAMER ® software R01 R05 R03 R04 R02 R06 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 7Roof Framing Details PD[ 5LPERDUG9(56$/$0EORFNLQJ 9HQWLODWLRQ9FXWðRIOHQJWKóRIGHSWK )ODQJHRI$-6-RLVWVPD\EHELUGVPRXWKFXWRQO\DWWKH ORZHQGRIWKHMRLVW %LUGVPRXWKFXW$-6-RLVWPXVWEHDUIXOO\RQSODWHZHE VWLIIHQHUUHTXLUHGHDFKVLGH 7LJKWILW IRUODWHUDO VWDELOLW\ 9(56$/$0 /9/VXSSRUWEHDP 'RXEOHEHYHOHGSODWHFRQQHFWWRULGJH ZLWKURZVGQDLOVDWRF 6LPSVRQRU863/67$ VWUDSQDLOLQJSHU JRYHUQLQJEXLOGLQJFRGH $-6%ORFNLQJ 5RZRQHDFK VLGHRIULGJHRUDOWHUQDWH+ROHVFXWIRUYHQWLODWLRQ '2127EHYHOFXWMRLVW EH\RQGLQVLGHIDFHRIZDOOH[FHSW IRUVSHFLILFFRQGLWLRQVLQGHWDLOV VKRZQRQSDJHVDQGRIWKH $//-2,676SHFLILHU*XLGH Additional roof framing details available with BC FRAMER® software LATeRAL SUPPORT • AJS® Joists must be laterally supported at the ends with hangers, AJS® rim joists, rim boards, AJS® blocking panels or x-bracing. AJS® blocking panels or x-bracing are required at cantilever supports. • Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BeARING LeNGTH FOR AJS® JOISTS • 1½ inches is required at end supports. 3½ inches is required at cantilever and intermediate supports. • Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING ReQUIReMeNTS • AJS® rim joist, rim board or closure panel to AJS® Joist: – Rims or closure panel 1¼ inches thick and less: 2-8d nails, one each in the top and bottom flange. – AJS® 140/150/20/190 rim joist: 2-16d box nails, one each in the top and bottom flange.– AJS® 25 rim joist: Toe-nail top flange to rim joist with 2-10d box nails, one each side of flange. • AJS® rim joist, rim board or AJS® blocking panel to support: – 8d nails at 6 inches on center. – When used for shear transfer, follow the building designer's specification. • AJS® Joist to support: – 2-8d nails, one on each side of the web, placed 1½ inches minimum from the end of the AJS® Joist to limit splitting. • Sheathing to AJS® joist, rim joist, blocking:– Prescriptive residential roof sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field IRC Table R602.3(1). Closer nail spacing may be required per design professional of record. – 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. – Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKeR ANd FILLeR BLOCK dIMeNSIONS AJS® Series Backer BlockThickness Filler Block Thickness 14015020190 1⅛" or two ½" wood panels 2x _ + ⅝" wood panel 25 2 x _ lumber Double 2 x _ lumber • Cut backer and filler blocks to a maximum depth equal to the web depth minus ¼" to avoid a forced fit. • For deeper AJS® Joists, stack 2x lumber or use multiple pieces of ¾" wood panels. WeB STIFFeNeR ReQUIReMeNTS • See Web Stiffener Requirements on page 4. PROTeCT AJS® JOISTS FROM THe WeATHeR • AJS® Joists are intended only for applications that provide permanent protection from the weather. Bundles of AJS® Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPe • Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VeNTILATION • The 1½ inch, pre-stamped knock-out holes spaced at 12 inches on center along the AJS® Joist may all be knocked out and used for cross ventilation. Deeper joists than what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRdSMOUTH CUTS • AJS® Joists may be birdsmouth cut only at the low end support. AJS® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut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´9µFXW RIOHQJWKó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oise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 AJS® Joist Hole Location & Sizing AJS® Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12" on center dO cut in web area as specified dO NOT cut or notch flange ' VHHWDEOHEHORZ' VHHWDEOHEHORZ 0LQLPXPVSDFLQJ [JUHDWHVWGLPHQVLRQRIODUJHVWKROHNQRFNRXWVH[HPSW 'RQRWFXWKROHV ODUJHUWKDQó URXQGLQFDQWLOHYHUV $óURXQGKROHPD\EH FXWDQ\ZKHUHLQWKHZHE 3URYLGHDWOHDVWRI FOHDUDQFHIURPRWKHUKROHV 1RKROHVH[FHSWNQRFNRXWV DOORZHGLQEHDULQJ]RQHV • Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. • The entire web may be cut out. dO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. • For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. • 1½" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. • Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1½" knockout holes turned either up or down. • This table was designed to apply to the design conditions covered by tables elsewhere in this publication. Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific applica tion with the BC CALC® software. MINIMUM DISTANCE (D) FROM ANY SUPPORT TO THE CENTERLINE OF THE HOLE Round Hole Diameter [in] Rectangular Hole Side [in] Any 9½" Joist Span[ft] 8 12 16 Round Hole Diameter [in] Rectangular Hole Side [in] Any 11⅞" Joist Span[ft] 8 12 16 20 Round Hole Diameter [in] Rectangular Hole Side [in] Any 14" Joist Span[ft] 8 12 16 20 24 Round Hole Diameter [in] Rectangular Hole Side [in] Any 16" Joist Span[ft] 8 12 16 20 24 Minimum distance from support, listed in table below, is required for all holes greater than 1½" 2 3 4 5 6 6½7 8 8⅞9 10 11 12 13 - - 2 4 6 6 - - - - - - - - 2'–0"2'–5"2'–11"3'–5"3'–10"4'–0" 3'–0"3'–8"4'–5"5'–1" 5'–10"6'–0" 4'–0"4'–11" 5'–11"6'–10"7'–9" 8'–0" 2 3 4 5 6 6½7 8 8⅞9 10 11 12 13 - - - 2 3 4 5 7 8 - - - - - 1'–0" 1'–5"1'–10"2'–3"2'–8"2'–11"3'–1"3'–6"3'–11" 1'–5"2'–1"2'–9"3'–5"4'–0"4'–4"4'–8"5'–4"5'–11" 1'–11"2'–10"3'–8"4'–6"5'–5"5'–10"6'–3"7'–1" 7'–10" 2'–5"3'–6"4'–7"5'–8" 6'–9"7'–3"7'–10"8'–11"9'–10" 2 3 4 5 6 6½7 8 8⅞9 10 11 12 13 - - - - 2 3 3 5 6 6 8 9 - - 1'–0"1'–1"1'–2" 1'–4"1'–8"1'–11"2'–1"2'–6"2'–10"2'–11"3'–4"3'–9" 1'–0"1'–1"1'–4"2'–0"2'–7"2'–11"3'–2"3'–10"4'–4"4'–5"5'–0"5'–7" 1'–0"1'–1" 1'–10"2'–8"3'–5"3'–10"4'–3"5'–1"5'–9"5'–11"6'–8" 7'–6" 1'–0" 1'–3"2'–4" 3'–4" 4'–4"4'–10"5'–4" 6'–4"7'–3"7'–4"8'–5" 9'–5" 1'–0" 1'–7"2'–9"4'–0"5'–2"5'–10"6'–5"7'–8" 8'–8"8'–10" 10'–1"11'–3" 2 3 4 5 6 6½7 8 8⅞9 10 11 12 13 - - - - - - 2 3 5 5 6 8 9 10 1'–0"1'–1"1'–2" 1'–2" 1'–3" 1'–3" 1'–3"1'–8" 2'–0"2'–1"2'–5"2'–10"3'–2"3'–7" 1'–0"1'–1"1'–2" 1'–2" 1'–4"1'–8"1'–11"2'–6"3'–0"3'–1"3'–8"4'–3"4'–10"5'–5" 1'–0"1'–1"1'–2" 1'–2"1'–10"2'–2"2'–7"3'–4"4'–0" 4'–2"4'–11"5'–8"6'–5"7'–2" 1'–0"1'–1"1'–2" 1'–4"2'–3"2'–9"3'–3"4'–3"5'–1"5'–2"6'–2"7'–1" 8'–1"9'–0" 1'–0"1'–1"1'–2" 1'–7"2'–9"3'–4"3'–11"5'–1" 6'–1"6'–3"7'–4"8'–6" 9'–8"10'–10" Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 9Reinforced Load Bearing Cantilever Tables AJS® Joists KeY TO TABLe 0 ....No Reinforcement Required WS ....Web Stiffeners at Support 1 ....Web Stiffeners Plus One Reinforcer 2 ....Web Stiffeners Plus Two Reinforcers X ....Use Deeper Joists or Closer Spacing Notes: 1. Cut 48" long reinforcers to match the joist depth. Use 23/32" APA Rated Sheathing, Exposure 1, 48/24 Span Rating panels. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o. c. When reinforcing both sides, stagger the nails to avoid splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 4. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. Jo i s t D e p t h [i n ] Jo i s t S e r i e s Ro o f T r u s s Sp a n [ f t ] Roof Total Load [psf] 35 45 55 Joist Spacing [in] 16 19.2 24 16 19.2 24 16 19.2 24 AJ S ® 1 4 0 9½ " 24 0 0 1 0 0 X 0 X X 26 0 0 1 0 1 X 1 X X 28 0 0 X 0 1 X 1 X X 30 0 0 X 0 X X X X X 32 0 0 X 1 X X X X X 34 0 1 X 1 X X X X X 36 0 1 X 1 X X X X X 38 0 X X X X X X X X 40 0 X X X X X X X X 11 ⅞" 24 0 0 0 0 0 0 0 0 X 26 0 0 0 0 0 1 0 0 X 28 0 0 0 0 0 1 0 1 X 30 0 0 0 0 0 X 0 1 X 32 0 0 0 0 0 X 0 1 X 34 0 0 1 0 0 X 0 X X 36 0 0 1 0 1 X 1 X X 38 0 0 1 0 1 X 1 X X 40 0 0 X 0 1 X 1 X X 14 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS X 34 0 0 0 0 0 1 0 WS X 36 0 0 WS 0 0 1 0 1 X 38 0 0 WS 0 0 1 0 1 X 40 0 0 WS 0 WS X 0 1 X 16 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 WS WS 0 WS X 40 0 0 WS 0 WS 1 0 WS X Jo i s t D e p t h [i n ] Jo i s t S e r i e s Ro o f T r u s s Sp a n [ f t ] Roof Total Load [psf] 35 45 55 Joist Spacing [in] 16 19.2 24 16 19.2 24 16 19.2 24 AJ S ® 1 5 0 9½ " 24 0 0 1 0 0 2 0 1 X 26 0 0 1 0 1 X 1 2 X 28 0 0 1 0 1 X 1 X X 30 0 0 2 0 1 X 1 X X 32 0 0 2 1 2 X 2 X X 34 0 1 X 1 2 X 2 X X 36 0 1 X 1 X X X X X 38 0 1 X 1 X X X X X 40 0 1 X 2 X X X X X 11 ⅞" 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 1 0 0 1 28 0 0 0 0 0 1 0 1 X 30 0 0 0 0 0 1 0 1 X 32 0 0 0 0 0 1 0 1 X 34 0 0 1 0 0 2 0 1 X 36 0 0 1 0 1 X 1 2 X 38 0 0 1 0 1 X 1 2 X 40 0 0 1 0 1 X 1 X X 14 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 1 0 WS X 36 0 0 WS 0 0 1 0 1 X 38 0 0 WS 0 WS 1 0 1 X 40 0 0 WS 0 WS 1 WS 1 X 16 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 WS WS 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 WS WS 0 WS 1 40 0 0 WS 0 WS 1 WS WS X Jo i s t D e p t h [i n ] Jo i s t S e r i e s Ro o f T r u s s Sp a n [ f t ] Roof Total Load [psf] 35 45 55 Joist Spacing [in] 16 19.2 24 16 19.2 24 16 19.2 24 AJ S ® 2 0 9½ " 24 0 0 1 0 0 2 0 2 X 26 0 0 1 0 1 X 1 2 X 28 0 0 1 0 1 X 1 2 X 30 0 0 2 0 2 X 1 X X 32 0 0 2 1 2 X 2 X X 34 0 1 2 1 2 X 2 X X 36 0 1 X 1 X X 2 X X 38 0 1 X 1 X X X X X 40 0 2 X 2 X X X X X 11 ⅞" 24 0 0 0 0 0 WS 0 0 1 26 0 0 0 0 0 1 0 0 2 28 0 0 0 0 0 1 0 1 X 30 0 0 0 0 0 1 0 1 X 32 0 0 WS 0 0 2 0 1 X 34 0 0 1 0 0 X 0 1 X 36 0 0 1 0 1 X 1 2 X 38 0 0 1 0 1 X 1 2 X 40 0 0 1 0 1 X 1 X X 14 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 1 0 WS X 36 0 0 WS 0 WS 1 0 1 X 38 0 0 WS 0 WS 1 0 1 X 40 0 0 WS 0 WS 1 WS 1 X 16 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 WS WS 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 WS 0 WS 1 36 0 0 WS 0 WS WS 0 WS 1 38 0 0 WS 0 WS WS WS WS 1 40 0 0 WS 0 WS 1 WS WS X Jo i s t D e p t h [i n ] Jo i s t S e r i e s Ro o f T r u s s Sp a n [ f t ] Roof Total Load [psf] 35 45 55 Joist Spacing [in] 16 19.2 24 16 19.2 24 16 19.2 24 AJ S ® 1 9 0 9½ " 24 0 0 1 0 0 2 0 2 X 26 0 0 1 0 1 X 1 2 X 28 0 0 1 0 1 X 1 X X 30 0 0 2 0 2 X 1 X X 32 0 0 2 1 2 X 2 X X 34 0 1 X 1 2 X 2 X X 36 0 1 X 1 X X X X X 38 0 1 X 2 X X X X X 40 0 2 X 2 X X X X X 11 ⅞" 24 0 0 0 0 0 WS 0 0 1 26 0 0 0 0 0 1 0 0 2 28 0 0 0 0 0 1 0 1 X 30 0 0 0 0 0 1 0 1 X 32 0 0 WS 0 0 2 0 1 X 34 0 0 1 0 0 X 0 1 X 36 0 0 1 0 1 X 1 2 X 38 0 0 1 0 1 X 1 X X 40 0 0 1 0 1 X 1 X X 14 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 0 0 0 WS 0 WS 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 1 0 WS X 36 0 0 WS 0 WS 1 0 1 X 38 0 0 WS 0 WS 1 WS 1 X 40 0 0 WS 0 WS 1 WS 1 X 16 " 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 WS WS 32 0 0 0 0 0 WS 0 WS 1 34 0 0 WS 0 0 WS 0 WS 1 36 0 0 WS 0 WS WS 0 WS 1 38 0 0 WS 0 WS WS WS WS 1 40 0 0 WS 0 WS 1 WS WS X Jo i s t D e p t h [i n ] Jo i s t S e r i e s Ro o f T r u s s Sp a n [ f t ] Roof Total Load [psf] 35 45 55 Joist Spacing [in] 16 19.2 24 16 19.2 24 16 19.2 24 AJ S ® 2 5 9½ " 24 0 0 1 0 0 X 0 2 X 26 0 0 1 0 1 X 1 X X 28 0 0 2 0 1 X 1 X X 30 0 0 2 0 2 X 2 X X 32 0 0 X 1 2 X 2 X X 34 0 1 X 1 X X X X X 36 0 1 X 1 X X X X X 38 0 2 X 2 X X X X X 40 0 2 X 2 X X X X X 11 ⅞" 24 0 0 0 0 0 0 0 0 2 26 0 0 0 0 0 1 0 0 2 28 0 0 0 0 0 1 0 1 X 30 0 0 0 0 0 2 0 1 X 32 0 0 0 0 0 2 0 1 X 34 0 0 1 0 0 2 0 2 X 36 0 0 1 0 1 X 1 2 X 38 0 0 1 0 1 X 1 X X 40 0 0 2 0 1 X 1 X X 14 " 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 1 30 0 0 0 0 0 0 0 0 1 32 0 0 0 0 0 0 0 0 2 34 0 0 0 0 0 1 0 0 2 36 0 0 0 0 0 1 0 1 2 38 0 0 0 0 0 1 0 1 X 40 0 0 0 0 0 2 0 1 X 16 " 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 WS 30 0 0 0 0 0 0 0 0 WS 32 0 0 0 0 0 0 0 0 1 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 WS 0 0 1 38 0 0 0 0 0 WS 0 0 1 40 0 0 0 0 0 1 0 WS 2 10 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 Reinforced Load Bearing Cantilever Detail Structural Panel reinforcement 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. Backer block AJS® Joist blocking required for cantilever Uplift on back span shall be considered in all cantilever designs 2'-0" 2'-0" 5RRI6SDQ • The tables and details on pages 9 and 10 indicate the type of reinforcements, if any, that are required for load-bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applica tions with the BC CALC® software. PLYWOOD / OSB REINFORCEMENT (If Required per Table on page 9) • 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the AJS® Joist. Nail to the AJS® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. • These requirements assume a 100 PLF wall load and apply to AJS® Joists. Additional support may be required for other loadings. See BC CALC® software. • Contact Boise Cascade EWP Engineering for reinforcement require ments on AJS® Joist depths greater than 16". Brick Ledge With Blocking Panels 3URYLGHIXOO GHSWKEORFNLQJEHWZHHQMRLVWV PLQOHQJWKRI SO\ZRRG26%UHLQIRUFH PHQWQDLOHGWRWRSDQG ERWWRPIODQJHV (GJHRIKROHVKDOOEHD PLQRIIURPHQGRI EORFNLQJSDQHO PD[ óPLQ Brick Ledge Without Blocking Panels [VLOOSODWHIRU[ZDOO [VLOOSODWHIRU[ZDOO /RDGEHDULQJZDOO %ULFN ZDOO %2,6(&$6&$'( 5LPERDUG /RDGEHDULQJZDOO Brick Ledge Reinforcement Table Table design Assumptions Roof Loading: 15 psf dead load plus a 100 PLF wall self-weight, in addition to roof live load shown. Maximum 2'-6" overhangs assumed on roof trusses. Floor Loading: 40 psf live load plus 10 psf dead load, backspans not to exceed maximum floor spans shown on page 3. KeY TO TABLe: 0 = No Reinforcement Required 1 = Reinforcement Required One Side of Joist 2 = Reinforcement Required Both Sides of Joist x = Use Deeper Joists or Closer Spacing Joist Depth (inches) Roof Truss Span (ft) Roof Live Load (psf) 20 psf 30 psf 40 psf 50 psf Joist Spacing o.c. 12"16"19.2"12"16"19.2"12"16"19.2"12"16"19.2" 9½" 24'26' 28' 30' 32' 34'36' 11⅞" 24'26' 28' 30' 32' 34'36' 14" 24'26' 28' 30' 32' 34'36' 0 0 0 0 0 1 0 1 1 0 1 1 0 0 0 0 0 1 0 1 1 0 1 2 0 0 0 0 0 1 0 1 1 0 1 2 0 0 0 0 0 1 0 1 1 1 1 2 0 0 1 0 1 1 0 1 2 1 2 2 0 0 X 0 X X 0 1 X 1 2 X 0 X X 0 X X 1 X X 1 X X 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 1 1 0 1 1 0 1 1 0 0 0 0 1 1 0 1 1 0 1 X 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 1 X Notes: 1. Use 23/32" min plywood/OSB rated sheathing. Install full depth of joist with face grain parallel to joist. Plywood reinforcement to bear fully on wall plate. Nail plywood to top and bottom joist flanges with 2½" (8d) nails at 3" on center except 9½" joists, install nails at 2½" on center. 2. Provide full depth blocking between joists. 3. Edge of hole shall be at a minimum of 3" from end of blocking panel. Notes: 1. Use 23/32" min plywood/OSB rated sheathing. Install full depth of joist with face grain parallel to joist. Plywood reinforcement to bear fully on wall plate. Nail plywood to top and bottom joist flanges with 2½" (8d) nails at 3" on center except 9½" joists, install nails at 2½" on center. 2. See page 5 for joist and rimboard connection details. F05 F20A F20B Brick Ledge Load Bearing Cantilever Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 11Non-Load Bearing Wall Cantilever Details Large Rectangular Holes in AJS® Joists AJS® Joists — Connection Details $-6-RLVWEORFNLQJ :RRG6WUXFWXUDO 3DQHO&ORVXUH 'U\ZDOO&HLOLQJRU :RRG6WUXFWXUDO 3DQHO6RIILW%DFN6SDQ 0D[LPXP %DFN6SDQ 1RWWRH[FHHG :RRGEDFNHUEORFN6HHSDJHRI$//-2,676SHFLILHU*XLGH óPLQEHDULQJ %DFN6SDQ 0D[LPXP %DFN6SDQ 1RWWRH[FHHG $-6-RLVW EORFNLQJ [PLQLPXP 0LQLPXPó7LPHV &DQWLOHYHU/HQJWK 6HFWLRQ 9LHZ [&ORVXUH AJS® Joists are intended only for applications that provide permanent protection from the weather. Fasten the 2x8 minimum to the AJS® Joist by nailing through the backer block and joist web with 2 rows of 10d nails at 6" on center. Clinch all nails. • These details apply to cantilevers with uniform loads only. • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC® software. Joist Depth Maximum Hole Size SimpleSpan Multiple Span 9½"6" x 12" 6" x 7" 11 ⅞" 8" x 13" 8" x 8" 14" 9" x 16" 8" x 13" 10" x 14" 9" x 11" 16" 11" x 16" 10" x 14" 12" x 15" 11" x 12" Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. 6HH0D[+ROH6L]HRQ&KDUWIRU-RLVW'HSWK ó-RLVW6SDQ &/KROH 6LPSOH6SDQ-RLVW 0LQ 0LQLPXP[GLDPHWHUZLGWKRIODUJHVWKROH 6HH0D[+ROH6L]HRQ &KDUWIRU-RLVW'HSWKó-RLVW 6SDQ &/KROH 0XOWLSOH6SDQ-RLVW 0LQ 0XOWLSOH6SDQ-RLVW 0LQ &/KROH ó-RLVW 6SDQ Single Span Joist Multiple Span Joist Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24” on-center. F15BF15A Connection on Steel Beam Connection with Hanger on Steel Beam Hanger Connections to AJS Headers • Backer blocks shall be at least 12" long per hanger. • Nails shall be clinched when possible. • Verify capacity and fastening requirements of hangers and connectors. $WWDFKPHQWRIQDLOHUSHU GHVLJQSURIHVVLRQDORIUHFRUG 6WHHOEHDP 6WHHO EHDP %DFNHUEORFN RSWLRQDO $WWDFKPHQWRI QDLOHUSHUGHVLJQ SURIHVVLRQDORI UHFRUG ´7RS0RXQWµ %DFNHUEORFNVKDOO EHWLJKWWRERWWRPRIWRSIODQJHZLWK ôWRJDSDWWRS RIERWWRPIODQJH ´)DFH0RXQWµ %DFNHUEORFNVKDOO EHWLJKWWRERWWRPRIWRSIODQJHZLWK ôWRJDSDWWRS RIERWWRPIODQJH ôWRJDS %DFNHU %ORFN F15D F15E F16D 12 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 BOISE CASCADE® Rimboard BOISE CASCADE® Rimboard Properties 6HHFKDUWIRUYHUWLFDOORDGFDSDFLW\ 0LQGQDLOVDWRFSHU,5& &RQQHFWLRQSHUGHVLJQSURIHVVLRQDORI UHFRUG·VVSHFLILFDWLRQIRUVKHDUWUDQVIHU 6HHFKDUWIRUYHUWLFDOORDGFDSDFLW\ 0LQGQDLOVDWRFSHU,5& &RQQHFWLRQSHUGHVLJQSURIHVVLRQDORI UHFRUG·VVSHFLILFDWLRQIRUVKHDUWUDQVIHU ParallelPerpendicular Product Vertical Load Capacity Maximum Floor DiaphragmLateral Capacity[lb/ft] Specific Gravity for Lateral Nail Design Allowable Design Values Uniform [plf]Point [lb] Flexural Stress[lb/in2] Modulus of Elasticity[lb/in2] HorizontalShear[lb/in2] CompressionPerpendicularto Grain[lb/in2] 16" Depth& Less 18" & 20" Depth& Less 22" & 24" Depth& Less 16" Depth& Less 18" & 20" Depth& Less 22" & 24" Depth& Less 1" BOISE CASCADE® RIMBOARD (2) &1" BOISE CASCADE® RIMBOARD OSB (2) 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities, see note 2 1⅛" BOISE CASCADE® RIMBOARD OSB (2)4400 3000 3000 3500 3500 3500 180 0.5 Limited span capabilities, see note 2 15/16" VERSA-LAM® 1.4 1800 (1)6000 5450 — 4450 4450 — Permitted per building code for all nominal 2" thick framing blocked and unblocked diaphragms (4" nail spacing & greater) 0.5 1800 1,400,000 225 525 1¾" VERSA-LAM® 2.0 3100 (1)5700 4300 — 4300 3900 — Permitted per building code for all nominal 2" thick framing blocked and unblocked diaphragms (4" nail spacing & greater) 0.5 2800 2,000,000 285 750 Product Closest Allowable Nail Spacing - Narrow Face [in] 8d Box 8dCommon 10d & 12dBox 16dBox 10d, 12d Common &16d Sinker 16dCommon 1" BOISE CASCADE® RIMBOARD (2)3 3 ---- 1" or 1⅛" BOISE CASCADE® RIMBOARD OSB (2)3 3 See note 2 for nailing information 15/16" VERSA-LAM® 1.4 1800 (1)3 3 3 3 4 6 1¾" VERSA-LAM® 2.0 3100 (1)2 3 3 3 4 6 Notes 1. Per ICC ESR-1040. 2. See Performance Rated Rim Boards, APA EWS #W345K for further product information. 3. Not all products and depths may be available, check with Boise Cascade representative for product availability. ([WHULRU ZRRGVKHDWKLQJ 7UHDWHG/HGJHU8VHRQO\IDVWHQHUVWKDWDUHDSSURYHGIRUXVHZLWKFRUUHVSRQGLQJZRRGWUHDWPHQW óGLDWKURXJKEROWV$670$*UDGHV$ %6$(-*UDGHVRURUKLJKHUZLWKZDVKHUV DQGQXWVRUóGLDODJ VFUHZVIXOOSHQHWUDWLRQ OEFDSDFLW\IRUȳ WKLFNHUULPOEFDSDFLW\IRUULPSHUIDVWHQHU %2,6(&$6&$'(5LPERDUG 'HVLJQRIPRLVWXUHFRQWUROE\RWKHUVRQO\VWUXFWXUDOFRPSRQHQWVVKRZQDERYH )RULQIRUPDWLRQUHJDUGLQJFRQQHFWLRQRIH[WHULRUGHFNVWRLQWHULRUIORRUV\VWHPVSHUWKH,5&VHFWLRQFRQWDFW%RLVH&DVFDGH(:3(QJLQHHULQJ ȳ %2,6(&$6&$'( 5,0%2$5'26% %2,6(&$6&$'( 5,0%2$5' ó ȶ %2,6(&$6&$'(5LPERDUG3URGXFW3URÀOHV 9(56$/$0 õ 9(56$/$0 BOISe CASCAde® Rimboard Product Profiles *18 – 24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. ** F07 F07A F56 * Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 13AJS® Design Properties NOTES: (1) No web stiffeners required. (2) Web stiffeners required. (3) Not applicable, web stiffeners required. ● Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. ● Design values listed are applicable for Allowable Stress Design (ASD). ● No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT - ICC ESR 1144 (IBC, IRC) ∆=5wl4 +wl2 384 EI K ∆ = deflection [in] w = uniform load [lb/in] l = clear span [in] EI = bending stiffness [lb-in2] K = shear deformation coefficient [lb] AJS® Joist Series Depth [inches]Weight [plf] Moment Mr [ft-lbs]El x 106 [lb-in2]K x 106 [lbs] Shear Vr [lbs] End Reaction [lbs]Intermediate Reaction [lbs] 1½" Bearing 3½" Bearing 3½" Bearing 5¼" Bearing No WS(1)WS(2)No WS(1)WS(2)No WS(1)WS(2)No WS(1)WS(2) AJS® 140 9½ 11⅞ 14 16 AJS® 150 9½ 11⅞ 14 16 AJS® 20 9½ 11⅞ 14 16 AJS® 190 9½ 11⅞ 14 16 AJS® 25 9½ 11⅞ 14 16 2.2 2450 182 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 2.5 3175 310 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 3.1 4435 623 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 2.2 2820 194 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 2.5 3650 331 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 2.8 4390 487 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 3.1 5090 664 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 2.5 3395 232 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 3.0 5295 578 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 3.3 6140 786 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 2.5 3895 244 5.2 1160 950 1240 1175 1480 2350 2450 2350 2450 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 3.0 6070 608 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 3.3 7040 827 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 2850 2600 2850 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 3.7 8380 798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 3.9 9720 1082 9.1 2065 970 1500 1285 1800 2850 3800 2850 3800 VERSA-LAM ® Design Values Grade Width[in]Depth[in]Weight [lb/ft] Allowable Shear[lb] Allowable Moment [ft-lb] Moment of Inertia [in4] VE R S A - ST U D ® 1. 7 2 6 5 0 1½ VE R S A - L A M ® 2 .0 3 1 0 0 1¾ 3½ Grade Width[in]Depth[in]Weight [lb/ft] Allowable Shear[lb] Allowable Moment [ft-lb] Momentof Inertia[in4] VE R S A - L A M ® 2. 0 3 1 0 0 5¼ 7 3½1.5 998 776 5.4 5½2.4 1568 1821 20.8 7¼3.2 2066 3069 47.6 3½ 1.8 1164 1058 6.3 5½ 2.8 1829 2486 24.3 7¼ 3.7 2411 4189 55.6 9¼ 4.7 3076 6636 115.4 9½ 4.8 3159 6979 125.0 11¼5.7 3741 9605 207.6 11⅞6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 16 8.1 5320 18682 597.3 18 9.1 5985 23337 850.5 24 12.2 7980 40183 2016.0 5½5.6 3658 4971 48.5 7¼7.4 4821 8377 111.1 9¼9.4 6151 13272 230.8 9½9.6 6318 13958 250.1 11¼ 11.4 7481 19210 415.3 11⅞12.1 7897 21275 488.4 14 14.2 9310 29035 800.3 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 20.3 13300 56952 2333.3 5¼8.0 5237 6830 63.3 5½8.4 5486 7457 72.8 7¼11.0 7232 12566 166.7 9¼14.1 9227 19908 346.3 9½14.5 9476 20937 375.1 11¼17.1 11222 28814 622.9 11⅞18.1 11845 31913 732.6 14 21.3 13965 43552 1200.5 16 24.4 15960 56046 1792.0 18 27.4 17955 70011 2551.5 20 30.4 19950 85428 3500.0 24 36.5 23940 120549 6048.0 9¼16.6 12303 26544 461.7 9½17.1 12635 27916 500.1 11¼20.2 14963 38419 830.6 11⅞21.4 15794 42550 976.8 14 25.2 18620 58069 1600.7 16 28.8 21280 74728 2389.3 18 32.4 23940 93348 3402.0 20 36.0 26600 113904 4666.7 24 43.2 31920 160732 8064.0 14 Boise Cascade EWP • ALLJOIST® Installation Guide • 08/19/2013 1. This value cannot be adjusted for load duration. 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)1/9 where d = member depth [in]. 4. Stress applied perpendicular to the gluelines. Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E(x 106 psi)(1)Fb (psi)(2)(3)Fv (psi)(2)(4)Ft (psi)(2)(5)Fcll (psi)(2)Fc ┴ (psi)(1)(6)(SG) VERSA-LAM® Beams 2.0 3100 2.0 3100 285 2150 3000 750 0.5 VERSA-LAM® Studs 1.7 2650 1.7 2650 285 1650 3000 750 0.5 VERSA-LAM® Columns 1.8 2750 1.8 2750 285 1825 3000 750 0.5 5. Tension value shall be multiplied by a length factor, (4/L)1/8 where L = member length [ft]. Use L = 4 for members less than four feet long. 6. Stress applied parallel to the gluelines. * Design properties are limited to dry conditions of use where the maximum moisture content of the material will not exceed 16%. VERSA-LAM ® Design Properties Multiple Member Connectors Designing Connections for Multiple VERSA-LAM® Members When using multiple ply VERSA-LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load-carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple-ply VERSA-LAM® floor beam. Given: Beam shown below is supporting residential floor load (40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14". Find: A multiple 1¾" ply VERSA-LAM® that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' / 2 + 18' / 2 = 16' 2. Use PLF tables on pages 30-32 of ASG or BC CALC® to size beam. A Triple VERSA-LAM® 2.0 3100 1¾" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side (the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side-Loaded Applications, 1¾" VERSA-LAM®, 3 members 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: ½" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK 18' 14' Hangers not shown for clarity 1. Beams wider than 7" must be designed by the engineer of record. 2. All values in these tables may be increased by 15% for snow-load roofs and by 25% for non-snow load roofs where the building code allows. 3. Use allowable load tables or BC CALC® software to size beams. 4. An equivalent specific gravity of 0.5 may be used when designing specific connections with VERSA-LAM®. 5. Connection values are based upon the 2005 NDS. 6. FastenMaster TrussLok, Simpson Strong-Tie SDS, and USP WS screws may also be used to connect multiple member VERSA-LAM® beams, contact boise Cascade eWp Engineering for further information. Side-Loaded Applications Numberof Members Maximum Uniform Side Load [plf] Nailed ½" dia. Through Bolt (1)⅝" Dia. Through Bolt (1) 2 rows 16d Sinkers @ 12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. staggered 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. staggered 1¾" VeRSA-LAM® (depths of 18" and less) 2 470 705 505 1010 2020 560 1120 2245 3 (2)350 525 375 755 1515 420 840 1685 4 (3)use bolt schedule 335 670 1345 370 745 1495 3½" VeRSA-LAM® 2 (3)use bolt schedule 855 1715 N/A 1125 2250 N/A 1¾" VeRSA-LAM® (depths of 24") Number of Members Nailed ½" dia. Through Bolt (1)⅝" Dia. Through Bolt (1) 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3 (2)525 705 565 755 1135 630 840 1260 4 (3)use bolt schedule 505 670 1010 560 745 1120 Top-Loaded Applications For top-loaded beams and beams with side loads with less than those shown: Plies Depth Nailing Maximum Uniform Load From One Side (2) 1¾" plies Depths 11⅞" & less 2 rows 16d box/sinker nails @ 12" o.c.400 plf Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c.600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c.800 plf (3) 1¾" plies (2) Depths 11⅞" & less 2 rows 16d box/sinker nails @ 12" o.c.300 plf Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c.450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c.600 plf (4) 1¾" plies Depths 18" & less 2 rows 1/2" bolts @ 24" o.c., staggered 335 plf Depth = 24" 3 rows 1/2" bolts @ 24" o.c., staggered every 8"505 plf (2) 3½" plies Depths 18" & less 2 rows 1/2" bolts @ 24" o.c., staggered 855 plf Depth 20" - 24" 3 rows 1/2" bolts @ 24" o.c., staggered every 8"1285 plf 1. Design values apply to common bolts that conform to ANSI/ASME standard B18.21-1981 (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2" for ½" bolts and 2½" for ⅝" bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 7" wide beams must be top-loaded or loaded from both sides (lesser side shall be no less than 25% of opposite side). Boise Cascade EWP • ALLJOIST® Installation Guide • 08/29/2013 15VERSA-LAM ® Beam Details/Allowable Nailing/Holes Closest Allowable Nail Spacing VERSA-LAM ® & VERSA-RIM ® Products Nail Size Nailing Parallel to Glue Lines (Narrow Face)(1) Nailing Perpendicular to Glue Lines (Wide Face) VERSA-LAM® 1.4 1800 Rimboard15/16"VERSA-LAM® 1¾"VERSA-LAM® 3½" & Wider All Products O.C. [inches] End [inches] O.C. [inches] End [inches] O.C. [inches] End [inches] O.C. [inches] End [inches] 8d Box 3 1½2 1 2 ½2 ½ 8d Common 3 2 3 2 2 1 2 1 10d & 12d Box 3 2 3 2 2 1 2 1 16d Box 3 2 3 2 2 1 2 1 10d & 12d Common 4 3 4 3 2 2 2 2 16d Sinker 4 3 4 3 2 2 2 2 16d Common 6 4 6 3 2 2 2 2 • Offset and stagger nail rows from floor sheathing and wall sole plate. • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®//VERSA-RIM®. Use nails as specified by Simpson Strong-Tie. Nailing Parallel to Glue Lines (Narrow Face) Nailing Notes 1) For 1¾" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use ½" minimum offset between rows and stagger nails). Nailing Perpendicular to Glue Lines (Wide Face) Allowable Holes in VERSA-LAM ® Beams VERSA-LAM ® Beam Details Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Beam depth Max. Hole diameter 51/2"3/4" 71/4"1" 91/4" and greater 2" 6HH1RWH 'HSWK 'HSWK 'HSWK 6SDQ 6SDQ (QG%HDULQJ ,QWHUPHGLDWH%HDULQJ VeRSA-LAM® Installation Notes • Minimum of ½" air space between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. • Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. • VERSA-LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. • Continuous lateral support of top of beam shall be provided (side or top bearing framing). óDLUVSDFHUHTXLUHG EHWZHHQ FRQFUHWH DQGZRRG 3URYLGHPRLVWXUHEDUULHUDQG ODWHUDOUHVWUDLQW DWEHDULQJ %HDULQJDW&RQFUHWH0DVRQU\:DOOV 6WUDSSHUFRGHLIWRSSODWHLV QRWFRQWLQXRXVRYHUKHDGHU 7ULPPHUV %HDULQJIRUGRRURUZLQGRZKHDGHU 9(56$/$0 FROXPQ &ROXPQFRQQHFWRU SHUGHVLJQSURIHVVLRQDORIUHFRUG %ORFNLQJQRWVKRZQIRUFODULW\ 6ORSHGVHDWFXW1RWWRH[FHHGLQVLGHIDFHRIEHDULQJ DO NOT bevel cut VERSA-LAM® beyond inside face of wall without approval from Boise Cascade EWP Engineering or BC CALC® software analysis. 6WUDSSHUFRGHLI WRSSODWHLVQRW FRQWLQXRXV %HDPIUDPLQJLQWRZDOO +DQJHU 0RLVWXUHEDUULHUEHWZHHQ FRQFUHWHDQGZRRG %HDPWRPDVRQU\RUFRQFUHWHZDOO :RRGWRSSODWHPXVWEHIOXVK ZLWKLQVLGHRIZDOO Beam to beam connector Beam to concrete/masonry walls Bearing at concrete/masonry walls Slope seat cut Bearing for door or window header Bevel cut Bearing at column Bearing framing into wall 9HULI\KDQJHUFDSDFLW\ZLWK KDQJHU PDQXIDFWXUHU B01 B06 B02 B07 B03 B08 B04 B09 The information in this document pertains to use in the UNITED STATES ONLY, Allowable Stress Design. Refer to the ALLJOIST Specifier Guide Canada for use in Canada, Limit States Design. Copyright © Boise Cascade Wood Products, L.L.C. 2013 AIG US 08/29/2013 Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com ® BCI® Joists, VERSA-LAM® and ALLJOIST® must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA-LAM®, ALLJOIST®, and BCI® Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA-LAM®, ALLJOIST® and BCI® Joists are intended only for applications that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA-LAM®, ALLJOIST®, and BCI® Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. Handling and Storage of engineered Wood Products If in doubt ask! For the closest Boise Cascade EWP distributor/support center, call 1-800-232-0788 Site HandlingSite Storage Unload from truck carefully using appropriate equipment.DO NOT lift AJS® Joists by top flange. Avoid lifting AJS® Joists horizontally.Do not drop AJS® Joists from height. Keep at least 3½" off the ground, more in wetter areas. Align stickers one above another and space a maximum of 15 feet apart. Leave AJS® Joists banded together until ready to install. Protect AJS® Joists and VERSA-LAM® from the weather. )RUNUDGLXVFDXVHVILUVWWZRMRLVWVWRULVHDERYHIRUN )ODQJHFUXVKLQJRUEUHDNDJHRIRXWHU$-6-RLVWPD\RFFXUDWIRUNUDGLXV òWKLFNVSDFHURQIDFHRIIRUNVUHGXFHVOLIWWRǩôWKLFNVSDFHUYLUWXDOO\HOLPLQDWHVOLIW )RUNUDGLXVFDXVHVILUVWWZRMRLVWVWRULVHDERYHIRUN )ODQJHFUXVKLQJRUEUHDNDJHRIRXWHU$-6-RLVWPD\RFFXUDWIRUNUDGLXV òWKLFNVSDFHURQIDFHRIIRUNVUHGXFHVOLIWWRǩôWKLFNVSDFHUYLUWXDOO\HOLPLQDWHVOLIW AJS® Fork Radius Crushing This damage can be prevented by making sure that all joists are sitting on the flat portion of the forks. This can be accomplished by making sure that the forks are not fully extended into the unit. A spacer may be required on the front face of the forks in order to assure that the joists sit on the flat portion of the forks and do not come in contact with the radius area of the forks. This pro-cedure will equalize the pressure on the flanges of all joists. BOISE CASCADE, TREE-IN-A-CIRCLE, BCI, BC CALC, BC COLUMN, BC FR AMER , BC RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA-LAM, VERSA-RIM, VERSA-STRAND, and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates.